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HomeMy WebLinkAboutX2021-0729 - MiscBUILDING ENERGY ANALYSIS REPORT I PROJECT: S1� Thorp Residence 518 San Bernadino Avenue Newport Beach, CA 92663 Project Designer: Bickel Group Architecture 3600 Birch Street, Suite 120 Newport Beach, CA 92660 949-757-0411 Report Prepared by: Mateo Benitez GMEP Engineers 26439 Rancho Pkwy., Ste. 120 Lake Forest, CA 92630 949.267.9095 Job Number: 21-107 Date: 8/24/2021 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2019 Building Energy Efficiency Standards. This program developed by EnergySoft Software — www.energysoft.com. TABLE OF CONTENTS -I Cover Page 1 Table of Contents 2 Form CF1 R -PRF -01-E Certificate of Compliance 3 Form MF -1 R Mandatory Measures Summary 14 Ln a N EE z' a V z N C W E O i n a '^ N � d O N m W c •C N cm N •L" ` A 3 Vl ° a V v CO m C W C c •- W 3 O m E ° ° o a d m o •° £ z' •`o Y 'S C a Z 7 m @ ° c c LL m C d d C m o O LL y i+ c 7 u O d 6 LL C m o m o o o m o c ° .a £ V UI u° v Q m a v ° c c o s r O N c N - mu C m c N N N M t.' o Z m m t0 T Ea w N v1 A N c '0 Q •� N n N N C } 01 Z W Y C G Y w a N Y C 9 N d d Q m Q m Q V £ O m Q O 6 Ol a LL O LL O LL m (J _ � C O u c O c u 00 C 9 O O �_ Z N Z O a i a w i c O N 7 z c Z Q W z W m .O $ W N O N O M O V O l0 O 00 O O N N N V N l0 N 00 M O N N N O o N N V � Ln a N EE z' a V z C E i n '^ c v u d 6 C m o m o o o m o c ° .a £ u° m -O N N lO H N N N O O O Ol } a O � a` i N 7 c Z W C m .O O o N N V � N o O N v o� o c ai M c h d > V r N � F C C O C a pp °o ° v c m w .Y., x u C x LL W o c � �n Ln a N EE z' a V z T a N P C O O. T GI Q C O m 3 u m w E N 3 " N E Y a O H a Z 2 0 n C - E Q ,C W Z z d N .N o � N N S �s v 2 d 0 E N YI O E N T N ri 0 E ut z' N Y N E °o w v` G V V O = o a E E 2 C 3 a 0 0 d a `w E 2 Z V of p C = O O N W Q V O LL V N Q d 0 Z d O � a O m ti E N w W y E 9 R m v 7 .. m� n W O d `O t LL c � �O r Zo 6 � Qj v �n N m E m W E w x v E E E d G Y O N C - V a a vy a c y 0 v c m Eo Y o 0 N r o y � V w v c m z a s s s M � N K .O z m O N N p a O W a ei Z O O d O WLL m v � C p c z V 10 N C N � z W �y � M LL N � U t c 'y A "O N � LL y a a v VI Y J N E w N � r 3 N y wo N1 o v s m V_ O o _N U1 c a c o c 3 =z >z>zo `zox z° a H M H O OV g ' y v m v = _ o . . w E N 3 " N E Y a H E w Z 2 0 n C - E O ,C W Z z d N o � m o S �s A 2 d 0 E N YI O O N T N ri E ut z' m N E °o Vjf v` G m V O = o a E 2 C 3 Q N 0 0 d a E 2 Z V of p C = O O N Q V O LL V N Q 0 Z c O � a O m ti Z z N w W y E 9 R m v 7 .. Z n W O d `O t LL �O r Zo 6 � Qj N N N m N E Y H n C O Z z Z z m S A 3 E YN T N ri ut m N Vjf = o 0 Y 3 L 2 V V of p C = O O V Q a m ti v N m LL c N E Z E E E d d N - - V a a a x c c Y o 0 N r o y v v c s s s N z m O N N p a O ei Z O O O WLL m LL � C p c z N C z W �y z N `w E 0 c 0 s C N C _O ti W Y O O O O O O O O O O O O a Z z Z z c c Z Z z c Z z Z z Z a o V v1 DD OD bD bo L 00 00 OD OO DO c S c c w w w w Z Z Z w z w w w w w Q C O •a W O1 W O) N d d d W a w cc c c c c c c c O % O O O O O O O o O W C C C C C C C C C N 3 d o « m m m m m m c c c c c c m m m f N 3 ` m M VI N O .y C O 30 rl rl N 0 l7 0 0 YL.. 01 ry 00 O y 00 'd-. \ C \ \ \ \ \ V v pp C C C L: C m � 0 L 3 ei N N C C C C C C N ry Q IO V U U 0 0 0° 3 3 3 o 0 w o m _a m 3 m m m ti U C K K K K K m m m [C K CC C [C c c O O O O W m C N N O C O O N O d d LL ry Z O O W A N WI w W w Ol m N C pp C OO C OO C , C O O p0 A N w 00 (; O p m c ` ` L O c_ o N c 0 c o O 0 0 A A v c 0 .N o c o NO y, C O N A N N LL C7 " N l7 C7 l7 W w w w N N W N LL Z O W W y W Z z N Z yxj u u m w ¢ 3 3 3 O Z O O O O O ry Z 1' O O m O O O O O O C C d a0 W w w w `w E 0 c 0 s C O C N C LD r p W O a O z O z O z O z O z d C O z O z L O z O z O �= V w 0 u N m m c c 3 N tl0 C9 Z 00 tl0 N X w X w CO C9 J O p•� m Z Z Z O O W W W W W W W V W W C C C L C C L C C C m W d W d W W d C d d d d W u • L W W W u O C N N of of v� �f O O Ci of H W c m m m m m m m m m m V m 6 m w 6 m 6 m L m b m C m m m N Q e0 N N X N N N � ei N N H a a a u l7 m m v v v m m m m m M 6 A n m n n r n n n VI O O O O O O O O c v? v? v? v? w a y v? v? w a C N C v? m w U N m am a m O `p 'w° a ,�o C mo O sm mo mo mo mo 0 LL O yC V m 09 LL N ` C d O pOp ei ei ei e1 a-1 rl x ei ei Om V ap.. 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O q Y « N H N 'X L y Z % UI % X H '% % X '% 'X N X N W W C W C W C W C W a W C W C W C W C w W Z LL 41 LL 4L 41 LY w LL LL W LL O d N E i N 9 O Z O Z C C c c O Z >Ws N C = 00 N m =N W Ul U1 N y� 'x 'x Z Z Z Z x u° w w w m c c c c c c c lD O = O Z O Z O Z O Z O Z O Z [ e'I d 10 N VI V1 VI VI VI VI X L OO hD 00 00 hD b0 tl0 9 m m m m m m m U y m w� m O W K C K K m W k a a t0 a 1=/1 N H H Z Z Z Z H n W m m m m m m m N o 0 0 0 0 0 0 0 v N 0 K K C K o W 0 N O N O z Z z Z Z z LL Z F O � O O V N N N ei O 0 0 0 0 0 0 0 7 m N Z w N N H N M N m e`o_ 3 3 3 3 3 3 `o_o_ 3 � � ei M N e1 ci rl ei N M a ry in O O o O m � p O m x w O O ma S = W O O w N w O O m W O O m O O m 7 O o 3 Z 7 Q a L O 3' L o E 0 � 0 0 0 0 0 Q 0 O m c O c O d v d v v C J J Q� Ll LL J J O V 3 3 3 3 3 3 3 O O N O N O N O N O M N W W W W W W W 3 3 3 3 3 3 3 v o 0 0 0 0 0 0 z 3 3 3 3 3 3 3 3 O y 2 O 2.2 ry a o � m z N� W 12 w« 3 �^ 3 3 V � w« N O [ W [ W [ W Z LL 1 1 LL O 'O u° m lD O = O Z O Z O Z O Z O Z O Z [ W 9 d k O ;; x H N x H n Z y W W W W W W 0 o m Lq O N O L'? O m O � � M O N O vN1 ON W N N N N a` C Z w w 3 N N M N m e`o_ 3 3 3 3 3 3 `o_o_ 3 W y Y W Y W O W W W W W d W N W N M a ry in O O o .y o y E z p O m x w O O ma S = W O O w N w O O m W O O m O O m 7 O o 3 Z 7 Q a O C \ \iz \ N c 0o 1.2 W i eo O epi a C c Z a v ° �= V O O O N O O m O m N � 3 � c m\ Vf m N E m N E y Eti m E m N E ti W 9 N I(1 V N V O m Z Z d o �• 2 !7 E t t� a, x r � m N H O a n W e LL LL T LL LL n d 4% - V LL N • 9 LL C N A L 1D 5 d c o 0 W y� V V U C `o W y. 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(D O i �°� 9° K W y 1 O ° °-° w Q L V O i �? O V W OY C 'C 0 Q N W C9 C SZ N r m C 7 v z C (p N Z c m .0 U [Q Q u O 0' v Z M. Y a LL K C _ m N w co (1) i 3 v m 0 E t; M Z v E y in2 v .i N �l n W v E a Q Y V 2019 Low -Rise Residential Mandatory Measures Summary NOTE: Low-rise residential buildings subject to the Energy Standards must comply with all applicable mandatory measures, regardless of the compliance approach used. Review the respective section for more information. *Exceptions may apply. (01/2020) Building Envelope Measures: Air Leakage. Manufactured fenestration, exterior doors, and exterior pet doors must limit air leakage to 0.3 CFM per square foot or less § 110.6(a)l: when tested per NFRC-400 ASTM E283 or AAMAANDMA/CSA 101/I.S.2/A440-2011 § 110.6(a)5: Labeling. Fenestration products and exterior doors must have a label meeting the requirements of § 10-111(a). Field fabricated exterior doors and fenestration products must use U -factors and solar heat gain coefficient (SHGC) values from Tables § 110.6(b): 110.6-A, 110.6-B, or JA4.5 for exterior doors. They must be caulked and/or weather-stri ed' Air Leakage. All joints, penetrations, and other openings in the building envelope that are potential sources of air leakage must be caulked, § 110.7: asketed, or weather skipped. § 110.8(a): Insulation Certification by Manufacturers. Insulation must be certified by the Department of Consumer Affairs, Bureau of Household Goods and Services BHGS . § 110.8(g): Insulation Requirements for Heated Slab Floors. Heated slab floors must be insulated per the requirements of § 110.8(g). Roofing Products Solar Reflectance and Thermal Emittance. The thermal emittance and aged solar reflectance values of the roofing § 110.8(i): material must meet the requirements of § 11 0.8 i and be labeled per 10-113 when the installation of a cool roof is specified on the CF1 R. § 110.80): Radiant Barrier. When required, radiant barriers must have an emittance of 0.05 or less and be certified to the Department of Consumer Affairs. Ceiling and Rafter Roof Insulation. Minimum R-22 insulation in wood -frame ceiling, or the weighted average U -factor must not exceed 0.043. Minimum R-19 or weighted average U -factor of 0.054 or less in a rafter roof alteration. Attic access doors must have permanently attached § 150.0(a): insulation using adhesive or mechanical fasteners. The attic access must be gasketed to prevent air leakage. Insulation must be installed in direct contact with a continuous roof or ceiling which is sealed to limit infiltration and exfiltration as specified in § 110.7, including but not limited to placing insulation either above or below the roof deck or on top of a drywall ceiling: § 150.0(b): Loose -fill Insulation. Loose fill insulation must meet the manufacturer's required density for the labeled R -value. Wall Insulation. Minimum R-13 insulation in 2x4 inch wood framing wall or have a U -factor of 0.102 or less, or R-20 in 2x6 inch wood framing or § 150.0(c): have a U -factor of 0:071 or less. Opaque non -framed assemblies must have an overall assembly U -factor not exceeding 0.102. Masonry walls must meet Tables 150.1-A or B' § 150.0(d): Raised -floor Insulation. Minimum R-19 insulation in raised wood framed Floor or 0.037 maximum U -factor' Slab Edge Insulation. Slab edge insulation must meet all of the following: have a water absorption rate, for the insulation material alone without § 150.0(0: facings, no greater than 0.3 percent, have a water vapor permeance no greater than 2.0 perm per inch; be protected from physical damage and UV light deterioration; and, when installed as part of a heated slab floor, meet the requirements of § 110.8(g). Vapor Retarder. In climate zones 1 through 16, the earth floor of unvented crawl space must be covered with a Class I or Class II vapor § 150.0(g)l: retarder. This requirement also applies to controlled ventilation crawls ace for buildings complying with the exception to § 150.0(d). Vapor Retarder. In climate zones 14 and 16, a Class I or Class II vapor retarder must be installed on the conditioned space side of all § 150.0(g)2: insulation in all exterior walls, vented attics, and unvented attics with air -permeable insulation. Fenestration Products. Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors must have a § 150.0(q): maximum U -factor of 0.58; or the weighted average U -factor of all fenestration must not exceed 0.58' Fireplaces, Decorative Gas Appliances, and Gas Log Measures: § 110.5(e) Pilot Light. Continuously burning pilot lights are not allowed for indoor and outdoor fireplaces. § 150.0(e)l: Closable Doors. Masonry or factory -built fireplaces must have a closable metal or glass door covering the entire opening of the firebox. Combustion Intake. Masonry or factory -built fireplaces must have a combustion outside air intake, which is at least six square inches in area § 150.0(e)2: and is equipped with a readily accessible, operable, and tight-fitfing damper or combustion -air control device' § 150.0(e)3: Flue Damper. Masonry or factory -built fireplaces must have a flue damper with a readily accessible control.* Space Conditioning, Water Heating, and Plumbing System Measures: Certification. Heating, ventilation and air conditioning (HVAC) equipment, water heaters, showerheads, faucets, and all other regulated § 110.0-§ 110.3: appliances must be certified by the manufacturer to the California Energy Commission' 110.2(a): HVAC Efficiency. Equipment must meet the applicable efficiency requirements in Table 110.2-A through Table 110.2-K' Controls for Heat Pumps with Supplementary Electric Resistance Heaters. Heat pumps with supplementary electric resistance heaters § 110.2(b): must have controls that prevent supplementary heater operation when the heating load can be met by the heat pump alone; and in which the cut -on temperature for compression heating is higher than the cut -on temperature for supplementary heating, and the cut-off temperature for compression heating is higher than the cut-off temperature for supplementary heating.* Thermostats. All heating or cooling systems not controlled by a central energy management control system (EMCS) must have a §110.2(c): setback thermostat.* Water Heating Recirculation Loops Serving Multiple Dwelling Units. Water heating recirculation loops serving mulliple dwelling units must § 110.3(c)4: meet the air release valve, backflow prevention, pump priming, pump isolation valve, and recirculation loop connection requirements of 110.3(c)4. Isolation Valves. Instantaneous water heaters with an input rating greater than 6.8 kBtu per hour (2 kW) must have isolation valves with hose § 110.3(c)6: bibbs or other fittings on both cold and hot water lines to allow for flushing the water heater when the valves are closed. Pilot Lights. Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces; household cooking appliances (except § 110.5: appliances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu per hour), and pool and spa heaters" Building Cooling and Heating Loads. Heating and/or cooling loads are calculated in accordance with the ASHRAE Handbook, § 150.0(h)1: Equipment Volume, Applications Volume, and Fundamentals Volume, the SMACNA Residential Comfort System Installation Standards Manual, or the ACCA Manual J using design conditions specified in § 150.0(h)2. a 2019 Low -Rise Residential Mandatory Measures Summary § 150.0(h)3A: Clearances. Air conditioner and heat pump outdoor condensing units must have a clearance of at least five feet from the outlet of any dryer Liquid Line Drier. Air conditioners and heat pump systems must be equipped with liquid line filter driers if required, as specified by the § 150.0(h)3B: manufacturer's instructions. Storage Tank Insulation. Unfired hotwater tanks, such as storage tanks and backup storage tanks for solar water -heating systems, must have § 150.00)1: a minimum of R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the tank. Water Piping, Solar Water -heating System Piping, and Space Conditioning System Line Insulation. All domestic hot water piping must be insulated as specified in Section 609.11 of the California Plumbing Code. In addition, the following piping conditions must have a minimum § 150.00)2A: insulation wall thickness of one inch or a minimum insulation R -value of 7.7: the first five feet of cold water pipes from the storage tank; all hot water piping with a nominal diameter equal to or greater than 3/4 inch and less than one inch; all hot water piping with a nominal diameter less than 3/4 inch that is: associated with a domestic hot water recirculation system, from the heating source to storage tank or between tanks, buried below grade, and from the heating source to kitchen fixtures.* Insulation Protection. Piping insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, and § 150.00)3: wand as required by Section 120.3(b). Insulation exposed to weather must be water retardant and protected from UV light (no adhesive tapes). Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space must include, or be protected by, a Class I or Class 11 vapor retarder. Pipe insulation buried below grade must be installed in a waterproof and non -crushable casing or sleeve. Gas or Propane Water Heating Systems. Systems using gas or propane water heaters to serve individual dwelling units must include all of the following: A dedicated 125 volt, 20 amp electrical receptacle connected to the electric panel with a 120/240 volt 3 conductor, 10 AWG copper branch circuit, within three feet of the water heater without obstruction. Both ends of the unused conductor must be labeled with the § 150.0(n)1: word "spare' and be electrically isolated. Have a reserved single pole circuit breaker space in the electrical panel adjacent to the circuit breaker for the branch circuit and labeled with the wards "Future 240V Use"; a Category I II or IV vent, or a Type B vent with straight pipe between the outside termination and the space where the water heater is installed; a condensate drain that is no more than two inches higher than the base of the water heater, and allows natural draining without pump assistance; and a gas supply line with a capacity of at least 200,000 Btu per hour. § 150.0(n)2: Recirculating Loops. Recirculating loops serving multiple dwelling units must meet the requirements of § 110.3(c)5. Solar Water -heating Systems. Solar water -heating systems and collectors must be certified and rated by the Solar Rafing and Certification § 150.0(n)3: Corporation (SRCC), the International Association of Plumbing and Mechanical Officials, Research and Testing (IAPMO R&T), or by a listing agency that is approved by the Executive Director. Ducts and Fans Measures: Ducts. Insulation installed on an existing space -conditioning duct must comply with § 604.0 of the California Mechanical Code (CMC). If a § 110.8(d)3: contractor installs the insulation, the contractor must certify to the customer, in writing, that the insulation meets this requirement. CMC Compliance. All airdistribution system ducts and plenums must meet the requirements of the CMC §§ 601.0, 602.0, 603.0, 604.0, 605.0 and ANSI/SMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition. Portions of supply -air and return -air ducts and plenums must be insulated to a minimum installed level of R-6.0 or a minimum installed level of R-4.2 when ducts are entirely in conditioned space as confirmed through field verification and diagnostic testing (RA3.1.4.3.8). Portions of the duct system completely exposed and surrounded by directly conditioned space are not required to be insulated. Connections of metal ducts and inner core of flexible ducts must be § 150.0(m)l: mechanically fastened. Openings must be sealed with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 'A inch, the combination of mastic and either mesh or tape must be used. Building cavities, support platforms for air handlers, and plenums designed or constructed with materials other than sealed sheet metal, duct board or flexible duct must not be used to convey conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms must not be compressed to cause reductions in the cross-sectional area' Factory -Fabricated Duct Systems. Factory -fabricated duct systems must comply with applicable requirements for duct construction, § 150.0(m)2: connections, and closures; joints and seams of duct systems and their components must not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. Field -Fabricated Duct Systems. Field -fabricated duct systems must comply with applicable requirements for: pressure -sensitive tapes, § 150.0(m)3: mastics, sealants, and other requirements specified for duct construction. § 150.0(m)7: Backdraft Damper. Fan systems that exchange air between the conditioned space and outdoors must have backdraft or automatic dampers. Gravity Ventilation Dampers. Gravity ventilating systems serving conditioned space must have either automatic or readily accessible, § 150.0(m)8: manually operated dampers in all openings to the outside, except combustion inlet and outlet air openings and elevator shaft vents. Protection of Insulation. Insulation must be protected from damage, sunlight, moisture, equipment maintenance, and wind. Insulation exposed § 150.0(m)9: to weather must be suitable for outdoor service. For example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation must be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation. § 150.0(m)10: Porous Inner Core Flex Duct. Porous inner core flex ducts must have a non -porous layer between the inner core and outer vapor barrier. Duct System Sealing and Leakage Test. When space conditioning systems use forced air duct systems to supply conditioned air to an § 150.0(m)ll: occupiable space, the ducts must be sealed and duct leakage tested, as confirmed through field verification and diagnosfic testing, in accordance with § 150.0(m)11 and Reference Residential Appendix RA3. Air Filtration. Space conditioning systems with ducts exceeding 10 feet and the supply side of ventilation systems must have MERV 13 or § 150.0(m)l2: equivalent filters. Filters for space conditioning systems must have a two inch depth or can be one inch if sized per Equation 150.0-A. Pressure drops and labeling must meet the requirements in §150.0(m)l2. Filters must be accessible for regular service.* Space Conditioning System Airflow Rate and Fan Efficacy. Space conditioning systems that use ducts to supply cooling must have a hole for the placement of a static pressure probe, or a permanently installed static pressure probe in the supply plenum. Airflow must be t 350 CFM § 150.0(m)13: per ton of nominal cooling capacity, and an air -handling unit fan efficacy <0.45 watts per CFM for gas furnace air handlers and < 0.58 wafts per CFM for all others. Small duct high velocity systems must provide an airflow 2:250 CFM per ton of nominal cooling capacity, and an air -handling unit fan efficacy <_ 0.62 watts per CFM. Field verification testing is required in accordance with Reference Residential Appendix RA3.3 * 2019 Low -Rise Residential Mandatory Measures Summary Requirements for Ventilation and Indoor Air Quality: Requirements for Ventilation and Indoor Air Quality. All dwelling units must meet the requirements of ASHRAE Standard 62.2, Ventilation § 150.0(0)1: and Acceptable Indoor Air Quality in Residential Buildings subject to the amendments specified in § 150.0(0)1. Single Family Detached Dwelling Units. Single family detached dwelling units, and attached dwelling units not sharing ceilings or floors with § 150.0(o)1C: other dwelling units, occupiable spaces, public garages, or commercial spaces must have mechanical ventilation airflow provided at rates determined by ASHRAE 62.2 Sections 4.1.1 and 4.1.2 and as specified in § 150.0(o)1C. _ Multifamily Attached Dwelling Units. Multifamily attached dwelling units must have mechanical ventilation airflow provided at rates in accordance with Equation 150.0-13 and must be either a balanced system or continuous supply or continuous exhaust system. If a balanced § 150.0(o)1E: system is not used, all units in the building must use the same system type and the dwelling -unit envelope leakage must be 5 0.3 CFM at 50 Pa (0.2 inch water) per square foot of dwelling unit envelope surface area and verified in accordanceWth Reference Residential Appendix RA3.8. Multifamily Building Central Ventilation Systems. Central ventilation systems that serve multiple dwelling units must be balanced to provide § 150.0(0)1 F: ventilation airflow for each dwelling unit served at a rate equal to or greater than the rate specified by Equation 150.0-8. All unit airflows must be within 20 percent of the unit with the lowest airflow rate as it relates to the individual unit's minimum required airflow rate needed for compliance. § 150.0(0)1 G: Kitchen Range Hoods. Kitchen range hoods must be rated for sound in accordance with Section 7.2 of ASHRAE 62.2. Field Verification and Diagnostic Testing. Dwelling unit ventilation airflow must be verified in accordance with Reference Residential § 150.0(0)2: Appendix RA3.7. A kitchen range hood must be verified in accordance with Reference Residential Appendix RA3.7.4.3 to confirm it is rated by HVI to comply with the airflowrates and sound requirements asspecified in Section 5 and 7.2 of ASHRAE 62.2. Pool and Spa Systems and Equipment Measures: Certification by Manufacturers. Any pool or spa heating system or equipment must be certified to have all of the following: a thermal efficiency § 110.4(a): that complies with the Appliance Efficiency Regulations; an on-off switch mounted outside of the heater that allows shutting off the heater without adjusting the thermostat setting; a permanent weatherproof plate or card with operating instructions, and must not use electric resistance heatin * Piping. Any pool or spa heating system or equipment must be installed with at least 36 inches of pipe between the filter and the heater, or § 110.4(b)1: dedicated suction and return lines, or built-in or built-up connections to allow for future solar heating. § 110.4(b)2: Covers. Outdoor pools or spas that have a heat pump or gas heater must have a cover. Directional Inlets and Time Switches for Pools. Pools must have directional inlets that adequately mix the pool water, and a time switch that § 110.4(b)3: will allow all pumps to be set or programmed to run only during off-peak electric demand periods. § 110.5: Pilot Light. Natural gas pool and spa heaters must not have a continuously burning pilot light. Pool Systems and Equipment Installation. Residenfial pool systems or equipment must meet the specified requirements for pump sizing, flow § 150.0(p): rate, piping, filters, and valves' Lighting Measures: Lighting Controls and Components. All lighting control devices and systems, ballasts, and luminaires must meet the applicable requirements §110.9: of§110.9" § 150.0(k)1A: Luminaire Efficacy. All installed luminaires must meet the requirements in Table 150.0-A. Blank Electrical Boxes. The number of electrical boxes that are more than five feet above the finished floor and do not contain a luminaire or § 150.0(k)1 B: other device must be no greater than the number of bedrooms. These electrical boxes must be served by a dimmer, vacancy sensor control, or fan speed control. § 150.0(k)IC: Recessed Downlight Luminaires in Ceilings. Luminaires recessed into ceilings must meet all of the requirements for: insulation contact (IC) labeling, air leakage, sealing, maintenance, and socket and light source as described in § 150.0(k)1C. Electronic Ballasts for Fluorescent Lamps. Ballasts for fluorescent lamps rated 13 vratts or greater must be electronic and must have an § 150.0(k)1D: output frequency no less than 20 kHz. § 150.0(k)1E: Night Lights, Step Lights, and Path Lights. Night lights, step lights and path lights are not required to comply with Table 150.0-A or be controlled by vacancy sensors provided they are rated to consume no more than 5 watts of power and emit no more than 150 lumens. Lighting Integral to Exhaust Fans. Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) § 150.0(k)iF: must meet the applicalole requirements of § 160.0(k).* § 150.0(k)l G: Screw based luminaires. Screw based luminaires must contain lamps that comply with Reference Joint Appendix JAS' § 150.0(k)1 H: Light Sources in Enclosed or Recessed Luminaires. Lamps and other separable light sources that are not compliant with the JAB elevated temperature requirements, including marking requirements, must not be installed in enclosed or recessed luminaires. Light Sources in Drawers, Cabinets, and Linen Closets. Light sources internal to drawers, cabinetry or linen closets are not required to § 150.0(k)1 I: comply with Table 150.0-A or be controlled by vacancy sensors provided that they are rated to consume no more than 5 watts of power, emit no more than 150 lumens, and are equipped with controls that automatically turn the lighting off when the drawer, cabinet or linen closet is closed. § 150.0(k)2A: Interior Switches and Controls. Al forvdard phase cut dimmers used with LED light sources must comply with NEMA SSL 7A. § 150.0(k)2B: Interior Switches and Controls. Exhaust fans must be controlled separately from lighting systems' Interior Switches and Controls. Lighting must have readily accessible wall -mounted controls that allow the lighting to be manually § 15D.0(k)2C: turned ON and OFF.* § 150.0(k)2D: Interior Switches and Controls. Controls and equipment must be installed in accordance with manufacturer's instructions. Interior Switches and Controls. Controls must not bypass a dimmer, occupant sensor, or vacancy sensor function if the control is installed to § 150.0(k)2E: comply with § 150.0(k). § 150.0(k)2F: Interior Switches and Controls. Lighting controls must comply with the applicable requirements of § 110.9. is 2019 Low -Rise Residential Mandatory Measures Summary Interior Switches and Controls. An energy management control system (EMCS) may be used to comply with control requirements if it: § 150.0(k)2G: provides functionality of the specified control according to § 110.9; meets the Installation Certificate requirements of § 130.4; meets the FMCS re uirements of 8 130.0 a ;and meets all other re uirements in 150.0 k 2. Interior Switches and Controls. A multiscene programmable controller maybe used to comply with dimmer requirements in § 150.0(k) if it § 150.0(k)2H: providesthe functionality of a dimmeraccording to § 110.9, and cam lies with all otherapplicable requirements in § 150.0(k)2. Interior Switches and Controls. In bathrooms, garages, laundryroams, and utilityrooms, at least ane luminaire in each of these spaces must § 150.0(k)21: be controlled by an occupant sensor or a vacancy sensor providing automatic -off functionality. If an occupant sensor is installed, it must be initially configured to manual -on operation using the manual control required under Section 150.0(k)2C. Interior Switches and Controls. Luminaires that are or contain light sources that meet Reference JointAppendix JA8 requirements for § 150.0(k)2J: dimming, and that are not controlled by occupancy or vacang sensors, must have dimming controls.' § 150.0(k)2K: Interior Switches and Controls. Under cabinet lighting must be controlled separately from ceiling -installed lighting systems. Residential Outdoor Lighting. For single-family residential buildings, outdoor lighting permanently mounted to a residential building, or to other § 150.0(k)3A: buildings on the same lot, must meet the requirement in item § 150.0(k)3Ai (ON and OFF switch) and the requirements in either 150.0 k 3A i(photocell and either a motion sensor or automatic time switch control or § 150.0 k 3Aiii astronomical time clock), or an EMCS. Residential Outdoor Lighting. For low-rise residential buildings with four or more dwelling units, outdoor lighting for private patios, entrances, § 150.0(k)3B: balconies, and porches, and residential parking lots and carports with less than eight vehicles per site must comply with either § 150.0(k)3A or with the applicable requirements in Sections 110.9, 130.0, 130.2, 130.4, 140.7 and 141.0. Residential Outdoor Lighting. For low-rise residential buildings with four or more dwelling units, any outdoor lighting for residential parking lots § 150.0(k)3C: or carports with a total of eight or more vehicles per site and any outdoor lighting not regulated by § 150.0(k)3B or § 150.0(k)3D must comply with the applicable requirements in Sections 110.9,130.0,130.2,130.4,140.7 and 141.0. Internally illuminated address signs. Internally illuminated address signs must comply with § 140.8; or must consume no more than 5 watts of § 150.0(k)4: ower as determined according to § 130.0(c). Residential Garages for Eight or More Vehicles. Lighting for residential parking garages for eight or more vehicles must comply with the § 150.0(k)5: applicable requirements for nonresidential garages in Sections 110.9, 130.0, 130.1, 130.4, 140.6, and 141.0. Interior Common Areas of Low-rise Multifamily Residential Buildings. In a low-rise multifamily residential building where the total interior § 150.0(k)6A: common area in a single building equals 20 percent or less of the floor area, permanently installed lighting for the interior common areas in that building mustbe comply wrath Table 150.0 -Rand be controlled b an occu antsensor. Interior Common Areas of Low-rise Multifamily Residential Buildings. In a low-rise multifamily residential building where the total interior common area in a single building equals more than 20 percent of the floor area, permanently installed lighting for the interior common areas in that building must: § 150.0(k)6B: i. Comply wrath the applicable requirements in Sections 110.9, 130.0, 130.1,140.6 and 141.0; and fl. Lighting installed in corridors and stairwells must be controlled by occupant sensors that reduce the lighting power in each space by at least 50 percent. The occupant sensors must be capable of turning the light fully on and off from all designed paths of ingress and egress. Solar Ready Buildings: Single Family Residences. Single family residences located in subdivisions with 10 or more single family residences and where the § 110.10(a)1: application for a tentative subdivision map for the residences has been deemed complete and approved by the enforcement agency, which do not have a photovoltaic system installed mustcomply with the requirements of 1 10.10 b through § 110.10(e). Low-rise Multifamily Buildings. Low-rise multi -family buildings that do not have a photovoltaic system installed must comply with the § 110.10(a)2: requirements of § 110.10(b) through § 110.10(d). Minimum Solar Zone Area. The solarzone must have a minimum total area as described below. The solar zone must comply with access, pathway, smoke ventilation, and spacing requirements as specified in Title 24, Part 9 or other parts of Title 24 or in any requirements adopted by a local jurisdiction. The solar zone total area must be comprised of areas that have no dimension less than 5 feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 square feet each for buildings with § 110.10(b)1: roof areas greater than 10,000 square feet. For single family residences, the solar zone must be located on the roof or overhang of the building and have a total area no less than 250 square feet. For low-rise multi -family buildings the solar zone must be located on the roof or overhang of the building, or on the roof or overhang of another structure located within 250 feet of the building, or on covered parking installed with the building project, and have a total area no less than 15 percent of the total roof area of the building excluding any skylight area. The solar zone requirement is applicable to the entire building, including mixed occupancy! § 110.10(b)2: Azimuth. All sections of the solar zone located on steep -sloped roofs must be oriented between 90 degrees and 300 degrees of true north. Shading. The solar zone must not contain any obstructions, including but not limited to: vents, chimneys, architectural features, and roof § 110.10(b)3A: mounted equipment.* Shading. Any obstruction located on the roof or any other part of the building that projects above a solar zone must be located at least twice the § 110.10(b)3B: distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the horizontal projection of the nearest oint of the solar zone, measured in the vertical lane' Structural Design Loads on Construction Documents. For areas of the roof designated as a solar zone, the structural design loads for roof § 110.10(b)4: dead load and roof live load must be clearly indicated on the construction documents. Interconnection Pathways. The construction documents must indicate: a location reserved for inverters and metering equipment and a § 110.10(c): pathway reserved for routing of conduit from the solar zone to the point of interconnection with the electrical service, and for single family residences and central water -heating systems, a pathway reserved for roufinp plumbingfrom the solar zone to the water -heating system. Documentation. A copy of the construction documents or a comparable document indicating the information from § 110.10(b) through § 110.10(d): § 1 10.10 c must be provided to the occupant. § 110.10(e)1: Main Electrical Service Panel. The main electrical service panel must have a minimum busbar rating of 200 amps. Main Electrical Service Panel. The main electrical service panel must have a reserved space to allow for the installation of a double pole circuit § 110.10(e)2: breaker for a future solar electric installation. The reserved space must be permanently marked as "For Future Solar Electric". y Structural Calculation (CBC 2019 ASD Load Combination) Thorp Residence 518 San Bernardino Ave., Newport Beach, CA 92663 Engineer of Record: Seal: List of Content: Design Criteria Seismic Load Wind Load Shear Wall Calcs Beam Calcs Cantilevered post Calc Grade Beam Calc Diaphragm Calcs * xNO, 06690- On LMEr)eiwi AUG 30 ?Q?7 Allen Chun-Ying Wu C69385 Exp. Date 06/30/22 P ENGINEERS 28489 Rancho Pkwy. S., Ste 120 Lake Forest, CA 92880 Tab 949-287-9095 Design Criteria Roof Dead Load = 22 psf Roof Live Load = 20 psf Exterior Wall = 15psf Risk Category = II Wind Speed = 95 mph Wind Exposure = C Seismic parameters are attached next page r Project Title: 2 Engineer: Project ID: Project Descr. Seismic- Total Risk Category Calculations per ASCE 7-16 Risk Category of Building or Other Structure : "I" : Buildings and other structures that represent a low hazard to human life in the ASCE 7-16, Page 4, Table 1.5-1 event of failure. Seismic Importance Factor _ 1 ASCE 7-16, Page 5, Table 1.5-2 USER DEFINED Ground Motion ASCE 7-1611.4.2 Max Ground Motions, 5% Damping SS = 1.818 g, 0.2 sec response S1 = 0.6780 g, 1.0 sec response Site Class, Site Coeff. and Design Category Site Classification T": Shear Wave Velocity 600 to 1,200 ft/sec = D (Based on Testing) ASCE 7-16 Table 20.3-1 Site Coefficients Fa & Fv Fa = 1.20 ASCE 7-16 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table values) Fv = 1.70 Deflection Amplification Factor "Cd" = 4.00 Category"C" Limit: No Limit "D"Limit: Maximum Considered Earthquake Acceleration SMS=Fa"Ss = 2.182 ASCE 7-16 Eq. 11.4-1 SM1=Fv'S1 = 1.153 ASCE 7-16 Eq. 11.4-2 Design Spectral Acceleration S DS S MS2/3 = 1.454 ASCE 7-16 Eq. 11.4-3 S D1 S M12/3 = 0.768 ASCE 7-16 Eq. 11.4-4 Seismic Design Category "Ct"value = 0.020 "hin Height from base to highest level = 14.50 8 = D ASCE 7-16 Table 11.6-1 & -2 Resisting System ASCE 7-16 Table 12.2-1 Basic Seismic Force Resisting System ... Bearing Wall Systems 15.1-ight-frame (wood) walls sheathed wlwood structural panels rated for shear resistance. Response Modification Coefficient " R " = 6.50 Building height Limits : System Overstrength Factor " Wo" = 2.50 Category "A & B" Limit: No Limit Deflection Amplification Factor "Cd" = 4.00 Category"C" Limit: No Limit "D"Limit: Category Limit =65 NOTE! See ASCE 7-16 for all applicable footnotes. Category "E" Limit: Limit =65 Category "F"Limit: Limit =65 Lateral Force Procedure's ASCE 7-16 Section 12.8.2 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-1612.8 DetermineBuilding Period Use ASCE 12.8-7 Structure Type for Building Period Calculation : All Other Structural Systems "Ct"value = 0.020 "hin Height from base to highest level = 14.50 8 "x"value = 0.75 "Ta "Approximate fundamental period using Eq. 12.8-7: Ta = Ct' (hn "x) 0.149 sec "TL" : Long-pedod transition period per ASCE 7-16 Maps 22-14-> 22-17 8.000 sec = 0.149 sec " CS " Response Coefficient ASCE 7-16 Section 12.8.1.1 S DS: Short Period Design Spectral Response = 1.454 From Eq. 12.8-2, Preliminary Cs = 0.186 " R ": Response Modification Factor = 6.50 From Eq. 12.8-3 & 12.8-4 , Cs need not exceed = 0.795 " I ": Seismic Importance Factor = 1 From Eq. 12.8-5 & 12.8-6, Cs not be less than = 0.052 Cs : Seismic Response Coefficient = is Base Shear Cs = 0.1865 from 12.8.1.1 W ( see Sum Wi below) _ Seismic Base Shear V = Cs' W = 100.20 k 18.68 k = 0.1865 ASCE 7-16 Section 12.8.1 Project Title: Engineer: Project ID: Project Descr: 3 ASCE Seismic Base Shear File: zl-lormgry Reaidense.ec5 Software copydghi�NERCAIQ INC. 19832620 BuId:1220824 r.r Vertical Distribution of Seismic Forces ASCE 7-16 Section 12.8.3 "k": hx exponent based on Ta= 1.00 Table o/building Weights by Floor Level... Level # Wi: Weight Hi: Height (Wi * Hi^k) Cvx Fx=Cvx * V Sum Story Shear Sum Story Momer 1 100.20 10.50 1,052.10 1.0000 18.68 18.68 0.00 Sum Wi = 100.20 k Sum Wi * Hi = 1,052.10 k -ft Total Base Shear= 18.68 k - ' Base Moment= 196.2 k -ft Diaphragm Forces : Seismic Design Category "B" to "F" ASCE 7-1612.10.1.1 Level Of Wi Fi Sum Fi Sum Wi Fox: Calcd Fpx: Min Fpx: Max Fpx Dsgn. Force 1 100.20 18.68 18.68 100.20 18.68 29.15 58.29 29.15 29.15 Wpx .......................... Weight at level of diaphragm and other structure elements attached to it. Fi ............................ Design Lateral Force applied at the level. Sum Fi ........................ Sum of "Lat. Force" of current level plus all levels above MIN Req'd Force @ Level ......... 0.20 * S os l * Wpx MAX Req'd Force @ Level ........ 0.40 * S [S]*Wpx Fpx : Design Force @ Level ....... Wpx * SUM(x->n) Fi / SUM(x->n) vvi, x = Current level, n = Top Level Forces 3% Project Title: Engineer: Project ID: Project Descr: n DESCRIPTION: Wind Design Wind Pressure = Lambda * Kzt * Ps30 per Eq 30.4-1 General Design Values Positive Calculations per ASCE 7-16 V: Basic Wind Speed per Sect 26.5-1 ort 95.0 mph Zone 1 User specified minimum design pressure 10.0 psf Zone 1 Occupancy per Table 1.5-1 11 All Buildings and other structures except those listed Exposure Category per 26.7 Exposure Zone 1' Topographic Factor Kzt per 26.8 - 1.00 "' Main Force Resisting System Values Zone 2 Component & Cladding Values MRH: Mean Roof Height 12.30 it Effective Wind Area of Component 8 Cladding 10.0 ft"2 Roof Rise:Run Ratio 4:12 Roof pitch for cladding pressure Gable Roof > 7 to 20 11.858 -52.998 psf LHD: Least Horizontal Dimension 17.750 it **" psf Zone 2r a = max (0.04' LHD, 3, min(0.10" LHD, 0.4"MRH)) 3.00 it Lambda MWFRS: per Figure 26.8.1 1.21 Lambda Componant & Cladding : per Figure 30.4-1 1.21 Design Wind Pressures *** '** psf Horizontal Pressures ... *** psf Zone 3e Zone: A = 23.96 psf Zone: C = 15.97 psf Zone: B = -10.00 psf Zone: D = -10.00 psf Vertical Pressures ... - Zone 3r "* psf Zone: E = -20.81 psf Zone: G = -14.52 psf Zone: F = -14.52 psf Zone: H = -11.01 psf Overhangs ... *** psf '*** : There is no value in Figure 30.4-1 Tabular Values Zone: Eoh = -29.16 psf Zone: Goh = -22.75 psf ASCE 7-16 Section 28.5.4 Minimum Design Wind Loads requires that the load effects of the design wind pressures from Section 28.5.3 shall not be less than a minimum load defined by assuming the pressures, ps, for zones A and C equal to +16 psf, Zones B and D equal to +8 psf, while assuming ps for Zones E, F, G, and H are equal to 0 psf. Component & Cladding Design Wind Pressures Design Wind Pressure = Lambda * Kzt * Ps30 per Eq 30.4-1 Roof Pressures Positive Negative Overhang Pressures Negative Zone 1 11.858 -36.300 psf Zone 1 *'* psf Zone 1' **' *** psf Zone 1' — psf Zone 2 "' "' psf Zone 2 — psf Zone 2e 11.858 -36.300 psf Zone 2e *** psf Zone 2n 11.858 -52.998 psf Zone 2n **" psf Zone 2r 11.858 -52.998 psf Zone 2r "' psf Zone 3 *** '** psf Zone 3 *** psf Zone 3e 11.858 -52.998 psf Zone 3e *"" psf Zone 3r 11.858 -62.920 psf - Zone 3r "* psf Wall Pressures Wall Zone 4 : *** *** psf '*** : There is no value in Figure 30.4-1 Tabular Values Wall Zone 5 : "` `"" psf I Roof Level Shear Wall Calcs Total Shear Force= Total Diaphragm Area = Shear Wall: Grid -B Plate Height H = 10 ft Trib. Area = 818 ft, Shear V = 4.77 kips 18.68 kips 3203 ft' Panel ID A B C D E ITotal Length Length (ft) 15 15 Panel Shear (kips) 4.7706026 0 Uplift/Compress -2.68/4.72 Shear Wall: ADU Shearwall@ Grid -C Plate Height H = 10 ft Trib. Area = 464 ft2 Shear V = 2.71 kips Panel ID 1AIB C D E Total Length Length (ft) 6 6 Panel Shear (kips) 1 2.70606311 0 Uplift/Compress -3.12/3.94 Shear Wall: Grid -1 Plate Height H = 10 ft Trib. Area = 155 ft2 ShearV= 0.90 kips Panel ID IAIB IC ID IE Total Length Length (ft) 4.5 4.5 Panel Shear (kips) 1 0.90396510 Uplift/Compress. -1.95/2.52 Shear Wall: Grid -2 Plate Height H = Trib. Area = Shear V = to ft 245 ft' 1.43 kips Panel ID A B C D E Total Length Length (ft) 4.5 4.5 Panel Shear (kips) 1.428848 0 Uplift/Compress -3.02/3.59 Shear Wall: Patio cantilevered post @ Grid - C Plate Height H = 9 ft Trib. Area = 155 ft2 Shear V = 0.90 kips Panel ID A B C D E Total Length Length (ft) 0 0 Panel Shear (kips) #DIV/0! #DIV/01 Uplift/Compress 0 Use (2) - 8x8 wood post with Simpso MPB88Z. Moment resistant capacity =.4.56 k -ft 5 Wood Shear Wall DESCRIPTION: Shearwall - Grid - B -15' General Information Total Wall Length 15.0 ft Number ofSlorys 1 Story#1 Height 10.Oft Main Sheathina SDPWS 2015 Construction Table: 4.3A Wood Structural Panels, Sheathing, 318" Thk, 1-3/8" Min Pen, 8d Fstnrs Nominal Seismic Shear Capacities (pll) : 6" Spec. 520 3" Spec. 980 4" Spec. 760 2" Spac. 1280 Nominal Wind Shear Capacities (plf) : 6" Spac. 730 3" Spac. 1370 4" Spac. 1065 2" Spec. 1790 Chord Data Project Title: Engineer: Project ID: Project Descr: 1.9 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Framing & Chord Material : Wood Species: Douglas Fir -Larch Wood Grade: No.2 Fc -Prll= 1,350.0 psi Ft - Tension 575.0 psi Fc - Perp = 625.0 psi E 1,600.0 ksi Specific Gravity= ).5002 SDC :Seismic Design Category : D Chord Member Size for each level : See Chord Summary Tables for number of Chords required at each panel end. Level 1 Chord Size: 2x6 Chord Cf: Comp: 1.0 Tens: 1.0 Max. Allow Stress Ratio: 1.0 :1 Chord Area = 8.250 inA2 All chords treated as fully braced about both axes Opening ID Dist to Opening Dist to Opening Left Edge Width Bottom Height it ryl-a> ft ft ft ft It ft ft ft ft ft Project Title: Engineer: Project ID: Project Descr: 7 Shear Panel Summary Panel Level Max Shear # Sides Shear Summary & Attachment ID # (kips) Load Comb Used Actual (plf) Allow Status Attachment C2 1 15.00 0.0 +1.204D+0.910E 1 2x6 0.41 Comp OK Comp Values: Max. Down : 4.6 k Load Comb: +1.204D+0.910E Max fc = 559 psi Allow Fc = 1,350 psi Tens Values: Max. Uplift: 0.0 k Load Comb: Max ft = 0 psi Allow Ft = 575 psi User-specified anchorage device : Chord Naming Information C: Item is a Chord L: Followed by level number #: Followed by chord number from left to right WL: Indicates Chord is on left edge of wall WR : Indicates Chord is on right edge of wall Footing Dimensions HeightANidth Ratio Actual Allow Notes Dist. Left P1 1 4.757 +1.204D+0.910E 1 317.1 380.0 OK Use 4" at panel edges, 12" in field Rebar Cover 3.0 in 0.67 3.50 Ratio OK hord ummary Footing Thickness 15.0 in Dist from CHORD DESIGN SUMMARY Chord Level Left Force # Req"d Member Stress Total Ftg Length ID # (ft) (kips) Load Comb @ Location Size Ratio Governs Status c1 1 0.00 0.0 D Only 1 2x6 0.11 Camp OK Comp Values: Max. Down : 1.2 k Load Comb: D Only Max fc = 145 psi Allow F'c = 1,350 psi Tens Values: Max. Uplift: 2.7 k Load Comb :+0.3964D+0.910E Max ft = 327 psi Allow Ft = 575 psi User-specified anchorage device : .... governing load comb +1.40D C2 1 15.00 0.0 +1.204D+0.910E 1 2x6 0.41 Comp OK Comp Values: Max. Down : 4.6 k Load Comb: +1.204D+0.910E Max fc = 559 psi Allow Fc = 1,350 psi Tens Values: Max. Uplift: 0.0 k Load Comb: Max ft = 0 psi Allow Ft = 575 psi User-specified anchorage device : Chord Naming Information C: Item is a Chord L: Followed by level number #: Followed by chord number from left to right WL: Indicates Chord is on left edge of wall WR : Indicates Chord is on right edge of wall Footing Dimensions Dist. Left 3.0 ft fc 2.50 ksi Rebar Cover 3.0 in Wall Length 15.0 ft Fy 60.0 ksi Footing Thickness 15.0 in Dist. Right 1.0 ft Width 1.0ft Total Ftg Length 19.0 It Max Factored Soil Pressures Max UNfactored Soil Pressures @ Left Side of Footing 348.927 psf @ Left Side of Footing 273.927 psf .... governing load comb +1.40D .... governing load comb +D+0.750L+0.7505+0.450W @ Right Side of Footing 6,690.03 psf @ Right Side of Footing 12,416.0 psf .... governing load comb +1.20D+L+0.205+E .... governing load comb +0.60D+0.70E Footing One -Way Shear Check... Overturning Stability... @ Left End of Ftg (r). Right End of Ftg vu @ Left End of Footing 5.770 psi Overturning Moment 39.601 k -ft 39.601 k -ft vu @ Right End of Footing 0.0 psi Resisting Moment 45.899 k -ft 45.899 k -ft vn * phi: Allowable 85.0 psi Stability Ratio 1.159 :1 1.159: 1 .... governing load comb +0.60D+0.70E +0.60D+0.70E Footing Bending Design... 6 Left End (d Right End Mu 1.589 k -ft 2.786 k -ft Ru 12.261 psi 21.499 psi As % Req'd 0.00180 inA2 0.00180102 As Req'd in Footing Width 0.2592 inA2 0.2592 mA2 Project Title: 8 Engineer: Project ID: Project Descr: roe impneemnmz.ew. Wood Shear Wall Softamcapyright ENERCALC INC. 1983-2020 BmId.12.20.8.24 DESCRIPTION: Shearwall - ADU -Grid -C -6' General Information Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Total Wall Length 6.0 it Framing & Chord Material : Number of Storys 1 Wood Species: Douglas Fir -Larch Story#1 Height 10.0ft Wood Grade: No.2 Fc -Prll= 1,350.0 psi Ft - Tension 575.0 psi Fc - Perp= 625.0 psi E 1,600.0ksi Specific Gravity= ).5002 SDC :Seismic Design Category : D Main Sheathina SDPWS 2015 Construction Table: 4.3A Wood Structural Panels, Sheathing, 3/8" Thk,1-318" Min Pen, 8d Fstnrs Nominal Seismic Shear Capacities (pif) : 6" Spec. 520 3" Spec. 980 4" Spec. 760 2" Spec. 1280 Nominal Wind Shear Capacities (plf) : 6" Spac. 730 3" Spec. 1370 4" Spec. 1065 2" Spac. 1790 Chord Data Chord Member Size for each level : See Chord Summary Tables for number of Chords required at each panel end. Level 1 Chord Size: 2x6 Chord Cf: Comp: 1.0 Tens: 1.0 Max. Allow Stress Ratio: 1.0 :1 Chord Area = 8.250 inA2 All chords treated as fully braced about both axes Opening ID Dist to Opening Dist to Opening Left Edge Width Bottom Height ft ft ft ft ft It ft ft ft It It 5,u0 , ._» Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: Shearwall - ADU -Grid -C- 6' Shear Panel .0 euei SUM niea oneni 851ces Snear Summary & Attachment ID # (kips) Load Comb Used Actual (plf) Allow Status Attachment Height(Width Ratio Actual Allow Notes P1 1 1.983 +1204D+0.910E 1 330.5 380.0 OK Use 4" at panel edges, 12" in field 1.67 3.50 Ratio OK Chord Summary Dist from CHORD DESIGN SUMMARY Chord Level Left Force # Req"d Member Stress ID # (ft) (kips) Load Comb @ Location Size Ratio Governs Status C1 1 0.00 0.0 D Only 1 2x6 0.04 Comp OK Camp Values: Max. Down : 0.5 k Load Comb: D Only Max fc = 58 psi Allow Pc = 1,350 psi Tens Values: Max. Uplift: 3.1 k Load Comb: +0.3964D+0.91 OE Max ft = 378 psi Allow Ft = 575 psi User-specified anchorage device : C2 1 6.00 0.0 +1.204D+0.910E 1 2x6 0.35 Comp OK Comp Values: Max. Down: 3.9 k Load Comb :+1.204D+0.910E Max fc = 471 psi Allow Pc = 1,350 psi Tens Values: Max. Uplift: 0.0 k Load Comb: Max it = 0 psi Allow Ft = 575 psi User-specified anchorage device : Chord Naming Information : C: Item is a Chord L: Followed by level number # : Followed by chord number from left to right WL: Indicates Chord is on left edge of wall WR: Indicates Chord is on right edge of wall Footing Information Footing Dimensions Dist. Left 8.0 it fc 2.50 ksi Rebar Cover 3.0 in Wall Length 6.0 ft Fy 60.0 ksi Footing Thickness 15.0 in Dist. Right 1.0 ft Width 1.0ft Total Fig Length 15.0 ft Max Factored Soil Pressures Max UNfactored Soil Pressures @ Left Side of Footing 236.90 psi @ Left Side of Footing 161.90 psf .... governing load comb +1.40D .... governing load comb D Only @ Right Side of Footing 2,264.06 psi @ Right Side of Footing 1,129.44 psi .... governing load comb +1.20D+E .... governing load comb +D+0.70E Footing One -Way Shear Check... Overturning Stability... (a) Left End of Fig (ED, Right End of Fta vu @ Left End of Footing 15.939 psi Overturning Moment 16.533 k -ft 16.533 k -ft vu @ Right End of Footing 0.0 psi Resisting Moment 24.401 k -ft 24.401 k -ft vn = phi: Allowable 85.0 psi Stability Ratio 1.476 :1 1.476:1 .... governing load comb +0.60D+0.70E +0.60D+0.70E Footing Bending Design... Left End @ Right End Mu 8.60 k -ft 1.033 k -ft Ru 66.360 psi 7.974 psi As % Req'd 0.00180 inA2 0.00180 inA2 As Req'd in Footing Width 0.2592 inA2 0.2592 inA2 Project Title: Engineer: Project ID: Project Descr: 10 General Information Calculations per NDS 2018, IBC 2( Total Wall Length 4.50 ft Framing & Chord Material: Number of Storys 1 Wood Species: Douglas Fir -Larch Story #1 Height 10.0 ft Wood Grade: No.2 6" Spec. 520 3" Spac. Fc -Prll= 1,350.0 psi Ft - Tension 4" Spec. 760 2" Spec. Fc - Perp = 625.0 psi E Nominal Wind Shear Capacities (plf) Specific Gravity = ).5002 6" Spac. 730 3" Spec. SDC: Seismic Design Category : D CBC 2019, ASCE 7-16 575.0 psi 1,600.0 ksi Main Sheathing SDPWS 2015 Construction Table: 4.3A Wood Structural Panels, Sheathing, 3l8" Thk,1-318" Min Pen, 8d Fstnrs Nominal Seismic Shear Capacities (plf) : 6" Spec. 520 3" Spac. 980 4" Spec. 760 2" Spec. 1280 Nominal Wind Shear Capacities (plf) : 6" Spac. 730 3" Spec. 1370 4" Spec. 1065 2" Spac. 1790 Chord Data Chord Member Size for each level : See Chord Summary Tables for number of Chords required at each panel end. Level 1 Chord Size: 2x4 Chord Cf: Comp: 1.0 Tens: 1.0 Max. Allow Stress Ratio: 1.0 :1 Chord Area = 5.250 inA2 All chords treated as fully braced about both axes Opening ID Dist to Opening Dist to Opening Left Edge Width Bottom Height ft ft ft ft ft ft ft ft ft ft ft .b' 1 ...» DESCRIPTION: SW -Grid -1-4.5' Shear Panel ID # (kips) Load Comb P1 1 0.941 +1.204D+0.910E Chord Summary Project Title: Engineer: Project ID: Project Descr: 11 4 Noes Shear Summary & Attachment Used Actual (plo Allow Status Attachment Height/Width Ratio Actual Allow Notes 1 209.2 234.0 OK Use 6" at panel edges, 12" in field 2.22 3.50 Side 1 h/b>2, Vs Adj Dist from CHORD DESIGN SUMMARY fc 2.50 ksi Rebar Cover Chord Level Left Force # Req"d Member Stress 4.50 ft Fy 60.0 ksi ID # (ft) (kips) Load Comb @ Location Size Ratio Governs Status Ct 1 0.00 0.0 D Only 1 2x4 0.05 Comp OK Comp Values: Max. Down : 0.4 k Load Comb: D Only Max fc = 69 psi Allow Fc = 1,350 psi Tens Values: Max. Uplift: 1.9 k Load Comb :+0.3964D+0.910E Max ft = 371 psi Allow Ft = 575 psi User-specified anchorage device : @ Left Side of Footing 327.457 psf @ Left C2 1 11 4.50 0.0 +1-204D+0.910E 1 2x4 0.36 Comp OK Comp Values: Max. Down : 2.5 k Load Comb :+1204D+0.910E Max fc = 481 psi Allow Fc = 1,350 psi Tens Values: Max. Uplift: 0.0 k Load Comb: Max It = 0 psi Allow Ft = 575 psi User-specified anchorage device : +1.20D+E .... governing load comb +D+0.70E Chord Naming Information : C : Item is a Chord L : Followed by level number # : Followed by chord number from left to right Overturning Stability... WL : Indicates Chord is on left edge of wall WR : Indicates Chord is on right edge of wall 3.816 psi Overturning Moment Footing Information Footing Dimensions Dist. Left 3 ft fc 2.50 ksi Rebar Cover 3.0 in Wall Length 4.50 ft Fy 60.0 ksi Footing Thickness 18.0 in Dist. Right 1.0 ft Width 2.0 ft Total Ftg Length 8.50 ft Max Factored Soil Pressures Max UNfactored Soil Pressures @ Left Side of Footing 327.457 psf @ Left Side of Footing 237.457 psf .... governing load comb +1.40D .... governing load comb D Only @ Right Side of Footing 699.81 psf @ Right Side of Footing 542.0 psf .... governing load comb +1.20D+E .... governing load comb +D+0.70E Footing One -Way Shear Check... Overturning Stability... ( Left End of Fta (cD Right End of Fty vu @ Left End of Footing 3.816 psi Overturning Moment 6.045 k -ft 6.045 k -ft vu @ Right End of Footing 0.0 psi Resisting Moment 16.358 k -ft 16.358 k -ft vn * phi: Allowable 85.0 psi Stability Ratio 2.706 :1 2.706:1 .... governing load comb +0.60D+0.70E +0.60D+0.70E Footing Bending Design... Left End (a) Right End Mu 3.010 k -ft 0.6691 k -ft Ru 7.433 psi 1.652 psi As % Req'd 0.00180 inA2 0.00180 inA2 As Req'd in Footing Width 0.6480 inA2 0.6480 inA2 Project Title: Engineer: Project ID: Project Descr: 12 General Information Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE Total Wall Length 4.50 ft Framing & Chord Material : Number of Storys 1 Wood Species: Douglas Fir -Larch Story #1 Height 10.0 ft Wood Grade: No.2 Fc-Prll= 1,350.0 psi Ft - Tension 575.0 psi Fc - Perp = 625.0 psi E 1,600.0 ksi Specific Gravity= ).5002 SDC :Seismic Design Category : D 7.16 Main Sheathina SDPWS 2015 Construction Table: 4.3A Wood Structural Panels, Sheathing, 318" Thk,1-318" Min Pen, 8d Fstnrs Nominal Seismic Shear Capacities (plf) : 6" Spac. 520 3" Spec. 980 4" Spec. 760 2" Spac. 1280 Nominal Wind Shear Capacities (plf) : 6" Spac. 730 3" Spac. 1370 4" Spac. 1065 2" Spac. 1790 Chord Data Chord Member Size for each level : See Chord Summary Tables for number of Chords required at each panel end. Level 1 Chord Size: 2x4 Chord Cf: Comp: 1.0 Tens: 1.0 Max. Allow Stress Ratio: 1.0 :1 Chord Area = 5.250 inA2 All chords treated as fully braced about both axes Opening ID Dist to Opening Dist to Opening Left Edge Width Bottom Height ft ft ft ft ft ft It it ft ft ft Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: SW- Grid -2 - 4.5' Shear Panel Summary Panel Level Max Shear # Sides Shear Summary & Attachment ID # (kips) Load Comb Used Actual (pli) Allow Status Attachment P1 1 1.423 +1.204D+0.910E Chord Dist from Chord Level Left ID # (ft) 13 Height/Width Ratio Actual Allow Notes 1 316.1 342.0 OK Use 4" at panel edges, 12" in field 2.22 3.50 Side 1 hlb>2, Vs Adj CHORD DESIGN SUMMARY Force (kips) Load Comb # Req"d @ Location Member Size Stress Ratio Governs Status 0.0 D Only 1 20 0.05 Comp OK Comp Values: Max. Down: 0.4 k Load Comb: D Only Max fc = 69 psi Allow PC = 1,350 psi Tens Values: Max. Uplift: 3.0 k Load Comb :+0.3964D+0.910E Max It = 575 psi Allow Ft = 575 psi User-specified anchorage device : 401.902 psf .... governing load comb +1.40D @ Right Side of Fooling C2 1 4.50 0.0 +1.204D+0.910E 1 2x4 0.51 Comp OK Comp Values: Max. Down : 3.6 k Load Comb :+1.204D+0.910E Max fc = 685 psi Allow F'c = 1,350 psi Tens Values: Max. Uplift: 0.0 k Load Comb: Max ft = 0 psi Allow Ft = 575 psi User-specified anchorage device : Chord Naming Information : G: Item is a Chord L: Followed by level number # : Followed by chord number from left to right WL: Indicates Chord is on left edge of wall WR: Indicates Chord is on right edge of wall Footing Information Footing Dimensions Dist. Left 3.250 It Wall Length 4.50 It Dist. Right 9.90 ft Total Ftg Length 17.650 ft Max Factored Soil Pressures @ Left Side of Footing 401.902 psf .... governing load comb +1.40D @ Right Side of Fooling 598.01 psf .... governing load comb +1.20D+E Footing One -Way Shear Check... vu @ Left End of Footing 5.185 psi vu @ Right End of Footing 25.851 psi vn * phi : Allowable 85.0 psi Footing Bending Design... 0 Left End Mu 2.093 k -ft Ru 10.334 psi As % Req'd 0.00180 inA2 As Req'd in Footing Width 0.3240 inA2 PC 2.50 ksi Fy 60.0 ksi Rebar Cover 3.0 in Footing Thickness 18.0 in Width 1.0 ft Max UNfactored Soil Pressures @ Left Side of Footing 311.902 psi .... governing load comb D Only @ Right Side of Footing 453.011 psf .... governing load comb +D+0.70E Overturning Stability... (a), Left End of Fig (rd Right End of Ftg Overturning Moment 12.114 k -ft 12.114 k -ft Resisting Moment 35.120 k -ft 35.120 k -ft Stability Ratio 2.899 :1 2.899: 1 .... governing load comb +0.60D+0.70E +0.60D+0.70E (a) Right End 20.824 k -ft 102.836 psi 0.002343 inA2 0.4218 inA2 Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: HDR guest room north CODE REFERENCES 14 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Service loads entered. Load Factors will be applied for calculations. Analysis Method: Allowable Stress Design Fb+ 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900.0 psi Ebend- xx 1,600.0 ksi Tributary Width = 4.50 it, (roof) Fc - Pill 1,350.0 psi Eminbend -xx 580.Oksi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi + Maximum Bending Stress Ratio _ Ft 575.0 psi Density 31.210pcf Beam Bracing :Completely Unbraced 0.175 : 1 Section used for this span Span = 8.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width = 4.50 it, (roof) DESIGN SUMMARY ® + Maximum Bending Stress Ratio _ 0.4221 Maximum Shear Stress Ratio = 0.175 : 1 Section used for this span 4x8 Section used for this span 4x8 fo: Actual = 608.97psi fv: Actual = 39.28 psi Fb: Allowable = 1,442.33psi Fv: Allowable = 225.00 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 4MOft Location of maximum on span = 7.416 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection ''.... Max Downward Transient Deflection 0.047 in Ratio = 2046>=360 ''.... Max Upward Transient Deflection 0.000 in Ratio = 0 <360 ''.... Max Downward Total Deflection 0.101 in Ratio = 946>=180 ''..... Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 8.0 it 1 0.314 0.130 0.90 1.300 1.00 1.00 1.00 1.00 0.99 0.84 327.18 1043.20 0.36 21.10 162.00 +D+Lr 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 it 1 0.422 0.175 1.25 1.300 1.00 1.00 1.00 1.00 0.99 1.56 608.97 1442.33 0.66 39.28 225.00 +D+0.750Lr 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =8.0ft 1 0.373 0.154 1.25 1.300 1.00 1.00 1.00 1.00 0.99 1.38 538.53 1442.33 0.59 34.73 225.00 +0.60D 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.107 0.044 1.60 1.300 1.00 1.00 1.00 1.00 0.98 0.50 196.31 1836.58 0.21 12.66 288.00 Overall Maximum Deflections Load Combination Span Max. "-" Deft Location in Span Load Combination Max. Y' Del Location in Span DESCRIPTION: HDR guest room north Vertical Reactions Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.778 0.778 Overall MINimum - 0.360 0.360 D Only 0.418 0.418 +D+Lr 0.778 0.778 +D+0.750Lr 0.688 0.688 +0.601 0.251 0.251 Lr Only 0.360 0.360 15 Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: HDR guest room CODE REFERENCES in Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties 0.513 1 Maximum Shear Stress Ratio = Section used for this span Analysis Method : Allowable Stress Design Fb + 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900.0 psi Ebend- xx 1,600.Oksi Load Combination Fc -Prll 1,350.0 psi Eminbend -xx 580.Oksi Wood Species :Douglas Fir -Larch Fc - Perp 625.0 psi Span # 1 Wood Grade No.2 Fv 180.0 psi 0.000 in Ft 575.0 psi Density 31.210pcf Beam Bracing :Completely Unbraced Applied Loads Beam self weight calculated and added to loads Uniform Load : D =. 0.0220, Lr = 0.020 ksf, Tributary Width = 5.50 ft, (roof) Service loads entered. Load Factors will be applied for calculations. ''......Maximum Bending Stress Ratio = 0.513 1 Maximum Shear Stress Ratio = Section used for this span 4x8 Section used for this span fb: Actual = 740.47 psi fv: Actual = Fb: Allowable = 1,442.33 psi Fv: Allowable = Load Combination +D+Lr Load Combination Location of maximum on span = 4,000ft Location of maximum on span = Span # where maximum occurs = Span # 1 Span # where maximum occurs = 0.212 : 1 4x8 47.76 psi 225.00 psi +D+Lr 7.416 ft Span # 1 Maximum Deflection Max Downward Transient Deflection 0.057 in Ratio= 1674>=360 - Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.123 in Ratio= 778>=180 ',.. Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t C L M b F'b V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.380 0.158 0.90 1.300 1.00 1.00 1.00 1.00 0.99 1.01 396.07 1043.20 0.43 25.54 162.00 +D+Lr 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 it 1 0.513 0.212 1.25 1.300 1.00 1.00 1.00 1.00 0.99 1.89 740.47 1442.33 0.81 47.76 225.00 +D+0.750Lr 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =8.0it 1 0.454 0.188 1.25 1.300 1.00 1.00 1.00 1.00 0.99 1.67 654.37 1442.33 0.71 42.20 225.00 +0.60D 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.129 0.053 1.60 1.300 1.00 1.00. 1.00 1.00 0.98 0.61 237.64 1836.58 0.26 15.33 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. Y' Dell Location in Span DESCRIPTION: HDR guest room south Vertical Reactions Project Title: Engineer: Project ID: Project Descr: softw2 Support notation : Far left is #1 Values in KIPS Overall MINinnum 0.440 0.440 D Only 0.506 0.506 +D+Lr 0.946 0.946 +D+0.750Lr 0.836 0.836 +0.60D 0.304 0.304 Lr Only 0.440 0.440 17 Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: Ridge guest room CODE REFERENCES IR Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load Combination Set: ASCE 7-16 Uniform toad : D = 0.0220, Lr = 0.020 ksf, Tributary Width = 7.50 ft, (roof) Material Properties DESIGN SUMMARY Analysis Method: Allowable Stress Design Fb+ 2,900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb- 2,900.0 psi Ebend-xx 2,000.0ksi 3.5x14.0 Fc -Prll 2,900.0 psi Eminbend -xx 1,016.54ksi Wood Species :il-evelTruss Joist Fc - Perp 750.Opsi Fv: Allowable = Wood Grade Parallam PSL 2.0E Fv 290.0 psi Load Combination +D+Lr Ft 2,025.0 psi Density 45.070pcf Beam Bracing : Completely Unbraced Span # where maximum occurs = Span # 1 Span # where maximum occurs = Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform toad : D = 0.0220, Lr = 0.020 ksf, Tributary Width = 7.50 ft, (roof) DESIGN SUMMARY Shear Values .......... Vlaximum Bending Stress Ratio _ 0.564.1 Maximum Shear Stress Ratio = 0.215 : 1 Section used for this span 3.5x14.0 Section used for this span 3.5x14.0 fb: Actual = 1,365.44psi fv: Actual = 77.96 psi Fb: Allowable = 2,420.80psi Fv: Allowable = 362.50 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 8.875ft Location of maximum on span = 16.584 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection 0.00 0.00 0.00 Length =17.750 ft Max Downward Transient Deflection 0.211 in Ratio= 1011 >=360 0.983 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 1.00 Max Downward Total Deflection 0.464 in Ratio= 459>=180 2139.77 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b V fv Fv D Only 0.00 0.00 0.00 0.00 Length =17.750 ft 1 0.348 0.163 0.90 0.983 1.00 1.00 1.00 1.00 0.83 7.10 745:42 2139.77 1.39 42.56 261.00 +D+Lr 0.983 1.00 1.00 1.00 1.00 0.83 0.00 0.00 0.00 0.00 Length = 17.750 it 1 0.564 0.215 1.25 0.983 1.00 1.00 1.00 1.00 0.68 13.01 1,365.44 2420.80 2.55 77.96 362.50 +D+0.750Lr 0.983 1.00 1.00 1.00 1.00 0.68 0.00 0.00 0.00 0.00 Length =17.750 ft 1 0.500 0.191 1.25 0.983 1.00 1.00 1.00 1.00 0.68 11.53 1,210.43 2420.80 2.26 69.11 362.50 +0.60D 0.983 1.00 1.00 1.00 1.00 0.68 0.00 0.00 0.00 0.00 Length =17.750 ft 1 0.177 0.055 1.60 0.983 1.00 1.00 1.00 1.00 0.55 4.26 447.25 2521.40 0.83 25.53 464.00 Overall Maximum Deflections Load Combination Span Max.'-" Den Location in Span Load Combination Max. Y' Defl Location in Span +D+Lr 1 0.4636 8.940 0.0000 0.000 Project Title: Engineer: Project ID: Project Descr: 'Software coven DESCRIPTION: Ridge guest room Vertical Reactions Support notation: Far len is#1 Load Combination Support 1 Support 2 Overall MINimum 1.331 1.331 D Only _ 1.600 1.600 +D+Lr 2.932 2.932 +D+0.750Lr 2.599 2.599 +0.60D 0.960 0.960 Lr Only 1.331 1.331 Values in KIPS 19 Project Title: 20 Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Analysis Method: Allowable Stress Design Fb+ 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb- 900.0 psi Ebend-xx 1,600.Oksi Fc -Prll 1,350.0 psi Eminbend -xx 580.Oksi Wood Species :Douglas Fir -Larch Fc - Perp 625.0 psi 2x8 Wood Grade No.2 Fv 180.0 psi 804.10 psi fv: Actual = Ft 575.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 225.00 psi ''.. Load Combination Repetitive Member Stress Increase all 2x8 4 Span = 11.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width =1.330 ft, (roof) Moment Values DESIGN SUMMARY Shear Values EMMEEMMMEM Maximum Bending Stress Ratio _ 0.51a 1 Maximum Shear Stress Ratio _ 0.175 : 1 Section used for this span 2x8 Section used for this span 2x8 fb: Actual = 804.10 psi fv: Actual = 39.33 psi Fb: Allowable = 1,552.50psi Fv: Allowable = 225.00 psi ''.. Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 5.500ft Location of maximum on span = 10.398 It Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 ''... Maximum Deflection 0.00 0.00 0.00 ''... Max Downward Transient Deflection 0.116 in Ratio = 1141 >=360 0.90 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 1.00 Max Downward Total Deflection 0.253 in Ratio = 521 >=180 436.70 Max Upward Total Deflection 0.000 in Ratio = 0 <180 162.00 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t CIL M tb F'b V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 11.0 it 1 0.391 0.132 0.90 1.200 1.00 1.15 1.00 1.00 1.00 0.48 436.70 1117.80 0.15 21.36 162.00 +D+Lr 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 it 1 0.518 0.175 1.25 1.200 1.00 1.15 1.00 1.00 1.00 0.88 804.10 1552.50 0.29 39.33 225.00 +D+0.750Lr 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 it 1 0.459 0.155 1.25 1.200 1.00 1.15 1.00 1.00 1.00 0.78 712.25 1552.50 0.25 34.84 225.00 +0.60D 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 it 1 0.132 0.044 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.29 262.02 1987.20 0.09 12.82 288.00 Overall Maximum Deflections Load Combination Span Max.'-" Defl Location in Span Load Combination Max. 'W' DO Location in Span DESCRIPTION: Roof Rafter Vertical Reactions Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Values in KIPS .oao Combination Support 1 Support 2 Overall MAXimum 0.320 0.320 Overall MINimum 0.146 0.146 D Only 0.174 0.174 +D+Lr 0.320 0.320 +D+0.750Lr 0.284 0.284 +0.60D 0.104 0.104 Lr Only 0.146 0.146 21 Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: Beam btw guest & bbq CODE REFERENCES 22 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties 0.574 1 Maximum Shear Stress Ratio = Analysis Method: Allowable Stress Design Fb+ 1000 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1000 psi Ebend-xx 1700ksi Fc -Prll 1500 psi Eminbend -xx 620ksi Wood Species : Douglas Fir -Larch Fc- Perp 625 psi = Wood Grade : No.1 Fv 180 psi 1,233.90psi Ft 675 psi Density 31.21 pcf Beam Bracing : Completely Unbraced 225.00 psi Load Combination 110 05711 Lr(0.052) Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width = 2.60 ft, (roof) Maximum Bending Stress Ratio = 0.574 1 Maximum Shear Stress Ratio = 0.126 : 1 Section used for this span 6x10 Section used for this span 6x10 fb: Actual = 708.03 psi fv: Actual = 28.41 psi Fb: Allowable = 1,233.90psi Fv: Allowable = 225.00 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 9.00Oft Location of maximum on span = 17.212 it Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection - 0.185 in Ratio = 1168>=360 ''.... Max Upward Transient Deflection 0.000 in Ratio = 0 <360 ''... Max Downward Total Deflection 0.429 in Ratio= 503>=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Pb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 18.0 ft 1 0.451 0.100 0.90 1.000 1.00 1.00 1.00 1.00 0.99 2.78 402.55 892.15 0.56 16.15 162.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 18.0 ft 1 0.574 0.126 1.25 1.000 1.00 1.00 1.00 1.00 0.99 4.88 708.03 1233.90 0.99 28.41 225.00 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =18.0 ft 1 0.512 0.113 1.25 1.000 1.00 1.00 1.00 1.00 0.99 4.35 631.66 1233.90 0.88 25.35 225.00 +0.60D 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =18.0 ft 1 0.154 0.034 1.60 1.000 1.00 1.00 1.00 1.00 0.98 1.67 241.53 1571.85 0.34 9.69 288.00 Overall Maximum Deflections Load Combination Span Max. "=' Defl Location in Span Load Combination Max. "+" Deft Location in Span DESCRIPTION: Beam btw guest & bbq Vertical Reactions Load Combination Project Title: Engineer: Project ID: Project Descr: Software 000vaaht F Support notation : Far left is #1 Values in KIPS Overall MINimum 0.468 0.468 D Only 0.617 0.617 +D+Lr 1.085 1.085 +D+0.750Lr 0.968 0.968 +0.601) 0.370 0.370 Lr Only 0.468 0.468 23 Project Title: Engineer: Project ID: Project Descr: rod Beam DESCRIPTION: Gazebo ridge beam CODE REFERENCES 24 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties - 8x12 Section used for this span Analysis Method: Allowable Stress Design Fb+ 1,000.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,000.0 psi Ebend-xx 1,70O.Oksi Load Combination Fc -Prll 1,500.0 psi Eminbend -xx 620.Oksi Wood Species :Douglas Fir -Larch Fc - Perp 625.0 psi Span # 1 Wood Grade No.1 Fv 180.0 psi 0.000 in Ratio = 0 <360 Ft 675.0 psi Density 31.210pcf Beam Bracing : Completely Unbraced 0.000 in Ratio = 0 <180 Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width = 7.50 ft, (roof) Maximum Bending Stress Ratio = Section used for this span fb: Actual = Fb: Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered. Load Factors will be applied for calculations. 0.586 1 Maximum Shear Stress Ratio = 0.177 : 1 8x12 Section used for this span 8x12 727.44 psi fv: Actual = 39.72 psi 1,241.79psi Fv: Allowable = 225.00 psi +D+Lr Load Combination +D+Lr 7.750 ft Location of maximum on span = 14,595 ft Span # 1 Span # where maximum occurs = Span # 1 0.121 in Ratio= 1533>=360 C t 0.000 in Ratio = 0 <360 fib 0.270 in Ratio= 689>=180 tv Fv 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fib F'b V tv Fv D Only 0.00 0.00 0.00 0.00 Length =15.50 fl 1 0.447 0.135 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.52 400.44 895.88 1.26 21.87 162.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 15.50 ft 1 0.586 0.177 1.25 1.000 1.00 1.00 1.00 1.00 0.99 10.02 727.44 1241.79 2.28 39.72 225.00 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 0.99 -. 0.00 0.00 0.00 0.00 Length = 15.50 ft 1 0.520 0.157 1.25 1.000 1.00 1.00 1.00 1.00 0.99 8.90 645.69 1241.79 2.03 35.26 225.00 +0.60D 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 15.50 ft 1 0.151 0.046 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.31 240.27 1586.10 0.75 13.12 288.00 Overall Maximum Deflections Load Combination Span Max.'-" Defl Location in Span Load Combination Max. Y' Deft Location in Span +D+Lr 1 0.2698 7.807 0.0000 0.000 DESCRIPTION: Gazebo ridge beam Vertical Reactions Project Title: Engineer: Project ID: Project Descr: Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.586 2.586 Overall MINimum 1.163 1.163 D Only 1.424 1.424 +D+Lr 2.586 2.586 +D+0.750Lr 2.295 2.295 +0.60D 0.854 0.854 Lr Only 1.163 1.163 25 Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: HDR at garage CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties 0.463 1 Maximum Shear Stress Ratio Analysis Method: Allowable Stress Design Fb+ 900.0 psi Load Combination ASCE 7-16 Fb - 900.0 psi Section used for this span Fc - Prll 1,350.0 psi Wood Species :Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Beam Bracing : Completely Unbraced 1,453.79 psi Fv: Allowable D(1.085) 4x8 Span = 3.50 ft 26 E: Modulus of Elasticity Ebend-xx 1,600.Oksi Eminbend -xx 580.0ksi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : D =1.085, Lr = 0.4680 k @ 1.750 ft, (bm btw guest and gazebo) Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width = 5.50 ft ".....Maximum Bending Stress Ratio = 0.463 1 Maximum Shear Stress Ratio = 0.275 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 673.56 psi fv: Actual = 61.97 psi Flo: Allowable = 1,453.79 psi Fv: Allowable = 225.00 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 1.750ft Location of maximum on span = 2.900 it Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection ''.. Max Downward Transient Deflection 0.006 in Ratio = 6790>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.018 in Ratio= 2324>=180 Max Upward Total Deflection 0.000 In Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fib F'b V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.427 0.251 0.90 1.300 1.00 1.00 1.00 1.00 1.00 1.14 447.37 1048.62 0.69 40.67 162.00 +D+Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.463 0.275 1.25 1.300 1.00 1.00 1.00 1.00 0.99 1.72 673.56 1453.79 1.05 61.97 225.00 +D+0.750Lr 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.424 0.252 1.25 1.300 1.00 1.00 1.00 1.00 0.99 1.58 617.01 1453.79 0.96 56.65 225.00 +0.60D 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.145 0.085 1.60 1.300 1.00 1.00 1.00 1.00 0.99 0.69 268.42 1857.30 0.41 24.40 288.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. Y' Defl Location in Span DESCRIPTION: HDR at garage Vertical Reactions Load Combination Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Values in KIPS Overall MlNimum 0.427 0.427 D Only _ 0.764 0.764 +D+Lr 1.190 1.190 +D+0.750Lr 1.084 1.084 +0.60D 0.458 0.458 Lr Only 0.427 0.427 27 l 8x8 cantilevered post Code References Project Title: Engineer: Project ID: Project Descr: Anfl Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used: ASCE 7-16 General Information Analysis Method : Allowable Stress Design Wood Section Name 8x8 End Fixities Top Free, Bottom Fixed Wood GradinglManuf. Graded Lumber Overall Column Height 10 ft Wood Member Type Sawn Used for non -slender calculations ) 91 L Exact Width 7,50 in Allow Stress Modification Factors Wood Species Douglas Fir -Larch Maximum SERVICE Lateral Load Reactions . . Exact De Depth p 7.50 in Cf or Cv for Bending 1.0 Wood Grade No.1 0.450 k Governing NDS Foruml41 Comp + Area 56.250 in^2 Cf orCvfor Compression 1.0 Fb+ 1,000.0 psi p Fv 180.0 psi p Ix 263.672 in^4 Cf or Cv for Tension 1.0 Flo- 1,000.0 psi Ft 675.0 psi y 263.672 in^ 4 Cm : wet Use Factor 1.0 Fc - Prll 1,500.0 psi Density 31.210 pcf -3.686 k -ft Ct :Temperature Factor 1.0 - Fc - Perp 625.0 psi Applied My 0.0 k -H Along X -X Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x -x Bending y -y Bending Axial Kf: Built-up columns 1.0 NUS 15.3.2 Basic 1,700.0 1,700.0 1,700.0ksi Use Cr: Repetitive? No Minimum 620.0 620.0 Brace condition for deflection (buckling) along columns : Location of max.above base X -X (width) axis: Unbraced Length for buckling ABOUT Y -Y Axis =10 ft, K = 2.1 Applied Design Shear 10.920 psi Y -Y (depth) axis: Unbraced Length for buckling ABOUT X -X Axis =10 ft, K = 2.1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 121.914 lbs' Dead Load Factor AXIAL LOADS ... Roof: Axial Load at 10.0 ft, D = 1.815, Lr = 1.650 k BENDING LOADS ... E: Lat. Point Load at 9.0 ft creating Mx -x, E = 0.450 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.4420:1 Maximum SERVICE Lateral Load Reactions . . Load Combination +1.204D+0.910E Top along Y -Y 0.0 k Bottom along Y -Y 0.450 k Governing NDS Foruml41 Comp + Mxx, NDS Eq. 3.9-3 Top along X -X 0.0 k Bottom along X -X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... Along Y -Y 0.4894 in at 10.0 ft above base Applied Axial 2.331 k for load combination : E Only Applied Mx -3.686 k -ft Applied My 0.0 k -H Along X -X 0.0 in at 0.0 ft above base Fc: Allowable 432.418 psi for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.03792 :1 Bending Compression Tension Load Combination +1.204p+0.910E Location of max.above base 8.993 ft Applied Design Shear 10.920 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.307 0.08304 PASS 0.0 ft 0.0 PASS 10.0 ft +D+Lr 1.250 0.227 0.1496 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.750Lr 1.250 0.227 0.1324 PASS 0.0 ft 0.0 PASS 10.0 it +0.60D 1.600 0.180 0.04778 PASS 0.0 ft 0.0 PASS 10.0 It +1.204D+0.910E 1.600 0.180 0.4420 PASS 0.0 ft 0.03792 PASS 8.993 ft +1.153D+0.6825E 1.600 0.180 0.3317 PASS 0.0 ft 0.02844 PASS 8.993 ft +0.3964D+0.91 DE 1.600 0.180 0.4064 PASS O.Oft 0.03792 PASS &993 ft Project Title: 29 Engineer: Project ID: Project Descr: DESCRIPTION: 8x8 cantilevered post Maximum Reactions Note: only non -zero reactions are listed. X -X Axis Reaction k Y -Y Axis Reaction Axial Reaction My- End Moments k -ft Mx- End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+Lr 3.587 +D+0.750Lr 3.174 +0.60D 1.162 +D+0.70E 0.315 1.937 2.835 +D+0.5250E 0.236 1.937 2.126 +0.60D+0.70E 0.315 1.162 2.835 Lr Only 1.650 E Only 0.450 4.050 Maximum Deflections for Load Combinations Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+Lr 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+0.750Lr 0.0000 in 0.000 ft 0.0000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+0.70E 0.0000 in 0.000 ft 0.3426 in 10.000 ft +D+0.5250E 0.0000 in 0.000 ft 0.2570 in 10.000 ft +0.60D+0.70E 0.0000 in 0.000 ft 0.3426 in 10.000 ft Lr Only - 0.0000 in 0.000 ft 0.0000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.4847 in 9.933 ft Sketches M 7.50 in +X Grade beam at patio along Grid - C CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties fc = 2.50 ksi Phi Values 112 * fr= fc 7.50 = 375.0 psi 12.370 k -ft yr Density = 145.0 pcf p t = R, LtWt Factor = 1.0 Span # 1 Elastic Modulus = 3,122.0 ksi Fy- Stirrups fy - Main Rebar = 60.0 ksi E - Stirrups = Stirrup Bar Size # E - Main Rebar = 29,000.0 ksi 1.686 +D+0.750Lr+0.750L+H Number of Resisting Legs Per Stirrup = Project Title: Engineer: Project ID: Project Descr: Flexure : 0.90 Shear: 0.750 0.850 40.0 ksi 29,000.0 ksi 3 2 30 MR Cross Section & Reinforcing Details Rectangular Section, Width =12.0 in, Height =18.0 in Span #1 Reinforcing.... 245 at 3.0 in from Bottom, from 0.0 to 15.50 ft in this span 245 at 3.0 in from Top, from 0.0 to 15.50 ft in this span Beam self weight calculated and added to loads Load for Span Number Moment : E = 4.050 k -ft, Location = 0.50 ft from left end of this span, (Cantilevered Post) Moment : E = 4.050 k -ft, Location =15.0 ft from left end of this span, (Cantilevered Post) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.301 : 1 Section used for this span Typical Section Mu: Applied 12.370 k -ft Mn' Phi : Allowable 41.163 k -ft Location of maximum on span 3.727 ft Span # where maximum occurs Span # 1 Vertical Reactions 1.686 Dad Combination Support Support Overall MAXimum 1.686 2.051 Overall MINimum -0.523 0.523 +D+H 1.686 1.686 +D+L+H 1.686 1.686 +D+Lr+H 1.686 1.686 +D+S+H 1.686 1.686 +D+0.750Lr+0.750L+H 1.686 1.686 +D+0.750L+0.750S+H 1.686 1.686 +0+0.60W+H 1.686 1.686 +D+0.750Lr+0.750L+0.450W+H 1.686 1.686 +D+0.750L+0.7505+0.450W+H 1.686 1.686 Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Support notation : Far left is #1 0.001 in Ratio= 128289 -0.001 in Ratio= 128289 0.016in Ratio= 11921 0.000 in Ratio= 0 Project Title: 31 Engineer: Project ID: Project Descr: DESCRIPTION: Grade beam at patio along Grid - C Vertical Reactions Support notation: Far left is#1 Load Combination Support 1 Support 2 +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only E Only H Only Detailed Shear Information 1.320 1.411 0.646 1.686 -0.523 2.051 1.960 1.377 1.686 0.523 Span Distance 'd' Vu (k) Mu d'Vu/Mu PhiVc Comment Phi'Vs Phi'Vn Spacing (in) Load Combination Number. (ft) (in) Actual Design (k -ft) (k) (k) (k) Req'd Suggest +1.40D+1.60H 1 0.00 15.00 2.36 2.36 0.00 1.00 13.99 Vu < PhiVc/2 lot Reqd 9.6. 14.0 0.0 0.0 +1.40D+1.60H 1 0.17 15.00 2.31 2.31 0.40 1.00 13.99 Vu <PhiVc/2 lot Reqd 9.6. 14.0 0.0 0.0 +1.40D+1.60H 1 0.34 15.00 2.26 2.26 0.78 1.00 13.99 Vu <PhiVcl2 lot Reqd 9.6. 14.0 0.0 0.0 +1.40D+1.60H 1 0.51 15.00 2.21 2.21 1.16 1.00 13.99 Vu < PhiVc/2 lot Reqd 9.6. 14.0 0.0 0.0 +1.40D+1.60H 1 0.68 15.00 2.15 2.15 1.53 1.00 13.99 Vu < PhiVc/2 lot Reqd 9.6. 14.0 0.0 0.0 +1.40D+1.60H 1 0.85 15.00 2.10 2.10 1.89 1.00 13.99 Vu < PhiVc/2 lot Reqd 9.6. 14.0 0.0 0.0 +1.40D+1.60H 1 1.02 15.00 2.05 2.05 2.24 1.00 13.99 Vu < PhiVc/2 lot Reqd 9.6. 14.0 0.0 0.0 +1.40D+1.60H 1 1.19 15.00 2.00 2.00 2.58 0.97 13.95 Vu <PhiVc/2 lot Reqd 9.6. 13.9 0.0 0.0 +1.40D+1.60H 1 1.36 15.00 1.95 1.95 2.92 0.83 13.79 Vu <PhiVd2 lot Reqd 9.6. 13.8 0.0 0.0 +1.40D+1.60H 1 1.52 15.00 1.90 1.90 3.24 0.73 13.67 Vu <PhiVc/2 lot Reqd 9.6. 13.7 0.0 0.0 +1.40D+1.60H 1 1.69 15.00 1.84 1.84 3.56 0.65 13.58 Vu < PhiVc12 lot Reqd 9.6. 13.6 0.0 0.0 +1.40D+1.60H 1 1.86 15.00 1.79 1.79 3.87 0.58 13.50 Vu < PhiVc/2 lot Reqd 9.6. 13.5 0.0 0.0 +1.40D+1.60H 1 2.03 15.00 1.74 1.74 4.17 0.52 13.43 Vu < PhiVc/2 lot Reqd 9.6. 13.4 0.0 0.0 +1.40D+1.60H 1 2.20 15.00 1.69 1.69 4.46 0.47 13.38 Vu < PhiVc/2 lot Reqd 9.6. 13.4 0.0 0.0 +1.40D+1.60H 1 2.37 15.00 1.64 1.64 4.74 0.43 13.33 Vu <PhiVc/2 lot Reqd 9.6. 13.3 0.0 0.0 +1.40D+1,60H 1 2.54 15.00 1.59 1.59 5.01 0.40 13.28 Vu <Phil lot Reqd 9.6. 13.3 0.0 0.0 +1.40D+1.60H 1 2.71 15.00 1.53 1.53 5.28 0.36 13.25 Vu < PhiVc/2 lot Reqd 9.6. 13.2 0.0 0.0 +1.40D+1.60H 1 2.88 15.00 1.48 1.48 5.53 0.34 13.21 Vu<PhiVcl2 lot Reqd 9.6. 13.2 0.0 0.0 +1.40D+1.60H 1 3.05 15.00 1.43 1.43 5.78 0.31 13.18 Vu < PhiVc/2 lot Reqd 9.6. 13.2 0.0 0.0 +1.40D+1.60H 1 3.22 15.00 1.38 1.38 6.02 0.29 13.16 Vu < PhiVc/2 lot Reqd 9.6. 13.2 0.0 0.0 +1.40D+1.60H 1 3.39 15.00 1.33 1.33 6.25 0.27 13.13 Vu < PhiVc/2 lot Reqd 9.6. 13.1 0.0 0.0 +1.40D+1.60H 1 3.56 15.00 1.28 1.28 6.47 0.25 13.11 Vu <PhiVc/2 lot Reqd 9.6. 13.1 0.0 0.0 +1.40D+1.60H 1 3.73 15.00 1.23 1.23 6.68 0.23 13.09 Vu <PhiVc12 lot Reqd 9.6. 13.1 0.0 0.0 +1.40D+1.60H 1 3.90 15.00 1.17 1.17 6.88 0.21 13.07 Vu < PhiVcl2 lot Reqd 9.6. 13.1 0.0 0.0 +1.40D+1.60H 1 4.07 15.00 1.12 1.12 7.08 0.20 13.06 Vu<PhIVc/2 lot Reqd 9.6. 13.1 0.0 0.0 +1.40D+1.60H 1 4.23 15.00 1.07 1.07 7.26 0.18 13.04 Vu < PhiVc/2 lot Reqd 9.6. 13.0 0.0 0.0 +1.40D+1.60H 1 4.40 15.00 1.02 1.02 7.44 0.17 13.02 Vu < PhiVc/2 lot Reqd 9.6. 13.0 0.0 0.0 +1.40D+1.60H 1 4.57 15.00 0.97 0.97 7.61 0.16 13.01 Vu < PhiVc/2 lot Reqd 9.6. 13.0 0.0 0.0 +1.40D+1,60H 1 4.74 15.00 0.92 0.92 7.77 0.15 13.00 Vu <PhiVc/2 lot Reqd 9.6. 13.0 0.0 0.0 +0.6092D+2.50E+0.90H 1 4.91 15.00 -0.93 0.93 7.15 0.16 13.01 Vu <PhiVc/2 lot Reqd 9.6. 13.0 0.0 0.0 +0.6092D+2.50E+0,90H 1 5.08 15.00 -0.95 0.95 6.99 0.17 13.02 Vu<PhiVcl2 lot Reqd 9.6. 13.0 0.0 0.0 +0.6092D+2.50E+0,90H 1 5.25 15.00 -0.98 0.98 6.83 0.18 13.03 Vu < PhiVc/2 lot Reqd 9.6. 13.0 0.0 0.0 +0.6092D+2.50E+0.90H 1 5.42 15.00 -1.00 1.00 6.66 0.19 13.04 Vu < PhiJ lot Reqd 9.6. 13.0 0.0 0.0 +0.6092D+2.50E+0.90H 1 5.59 15.00 -1.02 1.02 6.49 0.20 13.05 Vu < PhiVc/2 lot Reqd 9.6. 13.1 0.0 0.0 +0.6092D+2.50E+0.90H 1 5.76 15.00 -1.04 1.04 6.32 0.21 13.06 Vu <PhiVc/2 lot Reqd 9.6. 13.1 0.0 0.0 +0.6092D+2.50E+0.90H 1 5.93 15.00 -1.07 1.07 6.14 0.22 13.08 Vu <PhiVc/2 lot Reqd 9.6. 13.1 0.0 0.0 +0.6092D+2.50E+0.90H 1 6.10 15.00 -1.09 1.09 5.96 0.23 13.09 Vu<PhiVc12 lot Reqd 9.6. 13.1 0.0 0.0 +0.6092D+2.50E+0.90H 1 6.27 15.00 -1.11 1.11 5.77 0.24 13.10 Vu<PhiVcl2 lot Reqd 9.6. 13.1 0.0 0.0 +0.6092D+2.50E+0.90H 1 6.44 15.00 -1.13 1.13 5.58 0.25 13.12 Vu < Phil lot Reqd 9.6. 13.1 0.0 0.0 +0.6092D+2.50E+0.90H 1 6.61 15.00 -1.15 1.15 5.39 0.27 13.14 Vu < Phil lot Reqd 9.6. 13.1 0.0 0.0 +0.6092D+2.50E+0.90H 1 6.78 15.00 -1.18 1.18 5.19 0.28 13.15 Vu < PhiVc/2 lot Reqd 9.6. 13.2 0.0 0.0 +0.6092D+2.50E+0.90H 1 6.95 15.00 -1.20 1.20 4.99 0.30 13.17 Vu <PhiVc/2 lot Reqd 9.6. 13.2 0.0 0.0 +0.6092D+2.50E+0.90H 1 7,11 15.00 -1.22 1.22 4.78 0.32 13.20 Vu<PhlVc12 lot Reqd 9.6. 13.2 0.0 0.0 +0.6092D+2,50E+0.90H 1 7.28 15.00 -1.24 1.24 4.57 0.34 13.22 Vu < PhiVc/2 lot Reqd 9.6. 13.2 0.0 0.0 +0.6092D+2.50E+0.90H 1 7.45 15.00 -1.27 1.27 4.36 0.36 13.25 Vu < PhiVc/2 lot Reqd 9.6. 13.2 0.0 0.0 Project Title: 32 Engineer: Project ID: Project Descr: Grade beam at patio along Grid - C Detailed Shear Information Span # 1 - 1 15.500 12.37 41.16 0.30 +1.40D+1.60H Span # 1 1 15.500 9.14 41.16 0.22 Span Distance 'd' Vu (k) Mu d'Vu/Mu PhiVc Comment Phi"Vs Phi'Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k -ft) (k) (k) (k) Req'd Suggest +0.6092D+2.50E+0.90H 1 7.62 15.00 -1.29 1.29 4.14 0.39 13.28 Vu < PhiVG2 lot Reqd 9.6. 13.3 0.0 0.0 +1.491 D+L+0.20S+2.50E+1.60H 1 7.79 15.00 -1.32 1.32 9.68 0.17 13.02 Vu < PhiVG2 lot Reqd 9.6. 13.0 0.0 0.0 +1.491 D+L+0.20S+2.50E+1.60H 1 7,96 15.00 -1.38 1.38 9.45 0.18 13.04 Vu < PhiVc/2 lot Reqd 9.6. 13.0 0.0 0.0 +1.491 D+L+0.20S+2.50E+1.60H 1 8.13 15.00 -1.43 1.43 9.22 0.19 13.05 Vu < PhiVG2 lot Regd 9.6. 13.1 0.0 0.0 +1.491 D+L+0.205+2.50E+1.60H 1 8.30 15.00 -1.48 1.48 8.97 0.21 13.07 Vu < PhiVG2 lot Reqd 9.6. 13.1 0.0 0.0 +1.491 D+L+0.20S+2.50E+1.60H 1 8,47 15.00 -1.54 1.54 8.71 0.22 13.08 Vu < PhiVc/2 lot Regd 9.6. 13.1 0.0 0.0 +1.491 D+L+0.205+2.50E+1.60H 1 8.64 15.00 -1.59 1.59 8.45 0.24 13.10 Vu < PhiVG2 lot Reqd 9.6. 13.1 0.0 0.0 +1.491 D+L+0.20S+2.50E+1.60H 1 8.81 15.00 -1.65 1.65 8.17 0.25 13.12 Vu < PhiVG2 lot Regd 9.6. 13.1 0.0 0.0 +1.491 D+L+0.20S+2.50E+1.60H 1 8.98 15.00 -1.70 1.70 7.89 0.27 13.14 Vu < PhiVG2 lot Reqd 9.6. 13.1 0.0 0.0 +1.491 D+L+0.20S+2.50E+1.60H 1 9,15 15.00 -1.76 1.76 7.60 0.29 13.16 Vu<PhiVcl2 lot Reqd 9.6. 13.2 0.0 0.0 +1.491 D+L+0.20S+2.50E+1.60H 1 9.32 15.00 -1.81 1.81 7.29 0.31 13.19 Vu<PhiVc12 lot Regd 9.6. 13.2 0.0 0.0 +1.491 D+L+0.205+2.50E+1.60H 1 9.49 15.00 -1.87 1.87 6.98 0.33 13.21 Vu < PhiVG2 lot Reqd 9.6. 13.2 0.0 0.0 +1.491 D+L+0.20S+2.50E+1.60H 1 9.66 15.00 -1.92 1.92 6.66 0.36 13.24 Vu<PhiVcJ2 lot Reqd 9.6. 13.2 0.0 0.0 +1.491 D+L+0.205+2,50E+1,60H 1 9.83 15.00 -1.98 1.98 6.33 0.39 13.28 Vu<PhlVG2 lot Reqd 9.6. 13.3 0.0 0.0 +1.491 D+L+0.20S+2.50E+1.60H 1 9,99 15.00 -2.03 2.03 5.99 0.42 13.32 Vu<PhiVG2 lot Reqd 9.6. 13.3 0.0 0.0 +1.491 D+L+0.20S+2.50E+1.60H 1 10.16 15.00 -2.09 2.09 5.64 0.46 13.36 Vu<PhiVG2 lot Reqd 9.6. 13.4 0.0 0.0 +1.491 D+L+0.20S+2.SOE+1.60H 1 10.33 15.00 -2.14 2.14 5.28 0.51 13.42 Vu<PhiVc12 lot Reqd 9.6. 13.4 0.0 0.0 +1.491 D+L+0.20S+2.50E+1.60H 1 10.50 15.00 -2.20 2.20 4.91 0.56 13.48 Vu<PhiVc/2 lot Reqd 9.6. 13.5 0.0 0.0 +1.491 D+L+0.205+2.50E+1.60H 1 10.67 15.00 -2.25 2.25 4.54 0.62 13.55 Vu<PhiVc/2 lot Reqd 9.6. 13.5 0.0 0.0 +1.491 D+L+0.20S+2.50E+1.60H 1 10.84 15.00 -2.31 2.31 4.15 0.70 13.63 Vu<PhiVc/2 lot Reqd 9.6. 13.6 0.0 0.0 +1.491 D+L+0.20S+2.50E+1.60H 1 11.01 15.00 -2.36 2.36 3.75 0.79 13.74 Vu<PhIVG2 lot Reqd 9.6. 13.7 0.0 0.0 +1.491 D+L+0.20S+2.50E+1.60H 1 11.18 15.00 -2.42 2.42 3.35 0.90 13.87 Vu <PhiVG2 lot Reqd 9.6. 13.9 0.0 0.0 +1.491 D+L+0205+2.50E+1,60H 1 11.35 15.00 -2.47 2.47 2.93 1.00 13.99 Vu<PhIVc/2 lot Reqd 9.6. 14.0 0.0 0.0 +1.491 D+L+0.20S+2.50E+1.60H 1 11.52 15.00 -2.53 2.53 2.51 1.00 13.99 Vu <PhiVc/2 lot Reqd 9.6. 14.0 0.0 0.0 +1.491 D+L+0.20S+2.50E+1.60H 1 11,69 15.00 -2.58 2.58 2.08 1.00 13.99 Vu<PhiVc/2 lot Reqd 9.6. 14.0 0.0 0.0 +1.491 D+L+0.205+2.50E+1.60H 1 11.86 15.00 -2.64 2.64 1.63 1.00 13.99 Vu <PhiVc/2 lot Reqd 9.6. 14.0 0.0 0.0 +1.491 D+L+0.20S+2.50E+1.60H 1 12.03 15.00 -2.69 2.69 1.18 1.00 13.99 Vu <PhiVG2 lot Reqd 9.6. 14.0 0.0 0.0 +1.491 D+L+0.20S+2.50E+1.60H 1 1220 15.00 -2.75 2.75 0.72 1.00 13.99 Vu<PhiVc/2 lot Reqd 9.6. 14.0 0.0 0.0 +1.491 D+L+0.20S+2.50E+1.60H 1 12.37 15.00 -2.80 2.80 0.25 1.00 13.99 Vu <PhiVc/2 lot Reqd 9.6. 14.0 0.0 0.0 +1,491 D+L+0.205+2.50E+1.60H 1 12.54 15.00 -2.86 2.86 0.23 1.00 13.99 Vu < PhiVG2 lot Reqd 9.6. 14.0 0.0 0.0 +1.491 D+L+0.205+2.50E+1.60H 1 12,70 15.00 -2.91 2.91 0.72 1.00 13.99 Vu < PhiVG2 lot Reqd 9.6. 14.0 0.0 0.0 +1.491 D+L+0.20S+2.50E+1.60H 1 12.87 15.00 -2.97 2.97 1.21 1.00 13.99 Vu < PhiVG2 lot Reqd 9.6. 14.0 0.0 0.0 +1.491 D+L+0.205+2.50E+1.60H 1 13.04 15.00 -3.02 3.02 1.72 1.00 13.99 Vu<PhiVG2 lot Reqd 9.6. 14.0 0.0 0.0 +1.491 D+L+0.205+2.50E+1.60H 1 13.21 15.00 -3.08 3.08 2.24 1.00 13.99 Vu<PhiVG2 lot Reqd 9.6. 14.0 0.0 0.0 +1.491 D+L+0.20S+2.50E+1.60H 1 13.38 15.00 -3.13 3.13 2.76 1.00 13.99 Vu<PhiVG2 lot Reqd 9.6. 14.0 0.0 0.0 +1.491 D+L+0.20S+2.50E+1.60H 1 13.55 15.00 -3.19 3.19 3.30 1.00 13.99 Vu<PhiVG2 lot Reqd 9.6. 14.0 0.0 0.0 +1.491 D+L+0.20S+2.50E+1.60H 1 13.72 15.00 -3.24 3.24 3.84 1.00 13.99 Vu<PhiVc/2 lot Reqd 9.6. 14.0 0.0 0.0 +1.491 D+L+0.20S+2.50E+1.60H 1 13.89 15.00 -3.30 3.30 4.40 0.94 13.91 Vu<PhiVG2 lot Reqd 9.6. 13.9 0.0 0.0 +1.491 D+L+0.20S+2.50E+1.60H 1 14.06 15.00 -3.35 3.35 4.96 0.84 13.81 Vu<PhiVc12 lot Reqd 9.6. 13.8 0.0 0.0 +1.491 D+L+0.20S+2.50E+1.60H 1 1423 15.00 -3.41 3.41 5.53 0.77 13.72 Vu <PhiVc/2 lot Reqd 9.6. 13.7 0.0 0.0 +1.491 D+L+0.20S+2.50E+1.60H 1 14.40 15.00 -3.46 3.46 6.12 0.71 13.65 Vu<PhiVG2 lot Reqd 9.6. 13.6 0.0 0.0 +1.491 D+L+0.205+2.50E+1.60H 1 14,57 15.00 -3.52 3.52 6.71 0.66 13.59 Vu <PhiVG2 lot Reqd 9.6. 13.6 0.0 0.0 +1.491 D+L+0.205+2.50E+1.60H 1 14,74 15.00 -3.57 3.57 7.31 0.61 13.54 Vu <PhiVc/2 lot Reqd 9.6. 13.5 0.0 0.0 +1.491 D+L+0.20S+2.50E+1.60H 1 14.91 15.00 -3.63 3.63 7.92 0.57 13.49 Vu<PhiVG2 lot Reqd 9.6. 13.5 0.0 0.0 +1.491 D+L+0.205+2.50E+1.60H 1 15.08 15.00 -3.68 3.68 1.59 1.00 13.99 Vu < PhiVG2 lot Reqd 9.6. 14.0 0.0 0.0 +1.491 D+L+0.205+2.50E+1.60H 1 15.25 15.00 -3.74 3.74 0.96 1.00 13.99 Vu < PhiVG2 lot Reqd 9.6. 14.0 0.0 0.0 +1.491 D+L+0.205+2.50E+1.60H 1 15.42 15.00 -3.79 3.79 0.32 1.00 13.99 Vu < PhiVc/2 lot Reqd 9.6. 14.0 0.0 0.0 Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k -ft ) Segment Span # alona Beam Mu: Max Phi'Mnx Stress Ratio Span # 1 - 1 15.500 12.37 41.16 0.30 +1.40D+1.60H Span # 1 1 15.500 9.14 41.16 0.22 Project Title: 33 Engineer: Project ID: Project Descr: Concrete B@ant File: , 07,horyReside Software copoght ENERCALC, INC: 1983-2020 Bulldlll DESCRIPTION: Grade beam at patio along Grid - C Load Combination Location (ft) Bending Stress Results ( k -ft ) Segment - Span # along Beam --MU. Max Phi'Mnx Stress Ratio +1.20D+0.50Lr+1.69L+1.60H Span # 1 1 15.500 7.84 41.16 0.19 +1.20D+1.60L+0.50S+1.60H Span # 1 1 15.500 7.84 41.16 0.19 +1.20D+1.60Lr+L+1.60H Span # 1 1 15.500 7.84 41.16 0.19 +1.20 D+1.60Lr+0.50W+1.60H Span # 1 1 15.500 7.84 41.16 0.19 +1.20D+L+1.605+1.60H Span # 1 1 15.500 7.84 41.16 0.19 +1.20D+1.60S+0.50W+1.60H Span # 1 1 15.500 7.84 41.16 0.19 +1.20D+0.50Lr+L+W+1.60H Span # 1 1 15.500 7.84 41.16 0.19 +1.20D+L+0.50S+W+1.60H Span # 1 1 15.500 7.84 41.16 0.19 +0.90D+W+1.60H Span # 1 1 15.500 5.88 41.16 0.14 +1.491 D+L+0.205+2.50E+1.60H Span # 1 1 15.500 12.37 41.16 0.30 +0.6092D+2.50E+0.90H Span # 1 1 15.500 9.97 41.16 0.24 Overall Maximum Deflections Load Combination Span Max. "" Deft (in) Location in Span (ft) Load Combination Max. Y' Deft (in) Location in Span (ft) +D+0.70E+0.60H 1 0.0156 7.242 0.0000 0.000 34 Diaphragm Calcs - Patio Total Diaphragm Area = Total Diaphragm Shear at Current Level = 3208 ft2 18.68 kips (from EnerCalc Seismic Base Shear output) Consider the remodeled area: For Patio Diaphragm Dimension (longitudinal 'L'x transverse'T'): 19 ft x 17 ft Diaphragm of interest Area = 315.84 ft 2 Include Multiply Factor= 0.7 (ASD) Diaphragm shear V = 1287.383 lbs Longitudinal: Diaphragm Shear at Support 1= 1/2 x V / L= 34.2389 plf Diaphragm Shear at Support 2 = 1/2 x V / L = 34.2389 plf Maximum Chord Force = (1/8 x V x T) / L = 143.8034 lbs Transverse: Diaphragm Shear at Support 1 = 1/2 x V / T = 38.31496 plf Diaphragm Shear at Support 2 = 1/2 x V / T = 38.31496 plf Maximum Chord Force = (1/8 x V x L) / T = 180.0803 lbs Diaphragm shear capacity is 180 plf Top plate splice called on plan is 1C/SD2 along T direction (capacity is 3845 lbs), and 1B/SD2 along L direction (capacity is 2535 lbs) Therefore the diaphragm is sufficient. 35 Diaphragm Calcs - ADU Total Diaphragm Area = Total Diaphragm Shear at Current Level = 3208 ft' 18.68 kips (from EnerCalc Seismic Base Shear output) Consider the remodeled area: For ADU Diaphragm Dimension (longitudinal 'L'x transverse 'T'): 18 ft x 16 ft Diaphragm of interest Area = 277.68 ft' Include Multiply Factor = 0.7 (ASD) Diaphragm shear V = 1131.84 lbs Longitudinal: Diaphragm Shear at Support 1= 1/2 x V / L= 31.79327 plf Diaphragm Shear at Support 2 = 1/2 x V / L = 31.79327 plf Maximum Chord Force = (1/8 x V x T) / L = 123.9937 lbs Transverse: Diaphragm Shear at Support 1= 1/2 x V / T = 36.27693 plf Diaphragm Shear at Support 2 = 1/2 x V / T = 36.27693 plf Maximum Chord Force = (1/8 x V x L) / T = 161.4324 lbs Diaphragm shear capacity is 180 plf Top plate splice called on plan is 1C/SD2 along T direction (capacity is 3845 lbs), and 1B/SD2 along L direction (capacity is 2535 lbs) Therefore the diaphragm is sufficient. Structural Calculation (CBC 2019 ASD Load Combination) Thorp Residence 518 San Bernardino Ave., Newport Beach, CA 92663 Engineer of Record: Seal: List of Content: Design Criteria Seismic Load Wind Load Shear Wall Calcs Beam Calcs Cantilevered post Calc Grade Beam Calc Diaphragm Calcs N0. OC69 xpc6 0— �� / IV1 aA/ Allen Chun-Ying Wu C69385 Exp. Date 06/30/22 illllli ii����I 28498 Rancho Pkwy. 8., Ste 120 Lake Forest, CA 62880 Tab 646-287-6066 Design Criteria Roof Dead Load = 22 psf Roof Live Load = 20 psf Exterior Wall = 15psf Risk Category = II Wind Speed = 95 mph Wind Exposure = C Seismic parameters are attached next page Project Title: Engineer: Project ID: Project Descr: Seismic- Total Software coovriah 2 Calculations per ASCE 7-16 Risk Category of Building or Other Structure : "I" : Buildings and other structures that represent a low hazard to human life in the ASCE 7-16, Page 4, Table 1.5-1 event of failure. Seismic Importance Factor = 1 ASCE 7-16, Page 5, Table 1.5-2 USER DEFINED Ground Motion ASCE 7-1611.4.2 Max. Ground Motions, 5% Damping : SS = 1.818 g, 02 sec response S1 = 0.6780 g. 1.O sac response Site Class, Site Coeff, and Design Category Bearing Wall Systems ASCE 7-16 Section 12.8.2 Equivalent Lateral Force Procedure Site Classification "D" : Shear Wave Velocity 600 to 1,200 ftisec = D (Based on Testing) ASCE 7-16 Table 20.3-1 Site Coefficients Fa & Fv Fa = 1.20 ASCE 7-16 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table values) Fv = 1.70 Deflection Amplification Factor "Cd" Maximum Considered Earthquake Acceleration S As= Fa `Ss = 2.182 ASCE 7-16 Eq. 11.4-1 Category "E" Limit: S MI = Fv' S1 = 1.153 ASCE 7-16 Eq. 11.4-2 Design Spectral Acceleration S DS S MW13 = 1.454 ASCE 7-16 Eq. 11.4-3 S 0S M1213 = 0.768 ASCE 7-16 Eq. 11.4-4 Seismic Design Category S D8 Short Period Design Spectral Response = 1.454 = D ASCE 7-16 Table 11.6-1 & -2 Resistlno System From Eq. 12.8-3 & 12.8-4, Cs need not exceed = 0.795 ASCE 7-16 Table 12.2-1 Basic Seismic Force Resisting System ... Bearing Wall Systems ASCE 7-16 Section 12.8.2 Equivalent Lateral Force Procedure 15.1-ight-frame (wood) walls sheathed wlwood structural panels rated for shear resistance. Response Modification Coefficient " R" = 6.50 Building height Limits: Determine Building Period System Overstrength Factor "Wo" = 2.50 Category "A& B" Limit: No Limit Deflection Amplification Factor "Cd" = 4.00 Category "C" Limit: Category 'D" Limit: No Limit Limit =65 NOTE! See ASCE 7-16 for all applicable footnotes. Category "E" Limit: Limit =65 "Ta" Approximate fundamental period using Eq. 12.8-7 Ta=Ct'(hn"x) = 0.149 sec Category T" Limit: Limit =65 Lateral Force Procedure ASCE 7-16 Section 12.8.2 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used accordina to the provisions of ASCE 7-16 12 8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation : Al Other Structural Systems "Ct"value = 0.020 "hn": Height from base to highest level = 14.50 it "x"value = 0.75 "Ta" Approximate fundamental period using Eq. 12.8-7 Ta=Ct'(hn"x) = 0.149 sec "TL": Long -period transition period per ASCE 7-16 Maps 22-14 -> 22-17 8.000 sec = 0.149 sec Cs " Response Coefficient ASCE 7-16 Section 12.8.1.1 S D8 Short Period Design Spectral Response = 1.454 From Eq. 12.8-2, Preliminary Cs = 0.186 " R": Response Modification Factor = 6.50 From Eq. 12.8-3 & 12.8-4, Cs need not exceed = 0.795 " I ": Seismic Importance Factor = 1 From Eq. 12.8-5 & 12.8-6, Cs not be less than = 0.052 c Base Shear Cs = 0.1865 from 12.8.1.1 Cs: Seismic Response Coefficient = W ( see Sum Wi below ) _ Seismic Base Shear V = Cs' W = 100.20 k 18.68 k = 0.1865 ASCE 7-15 Section 12.8.1 Project Title: 3 Engineer: Project ID: Project Descr: Vertical Distribution of Seismic Forces ASCE 7-16 Section 12.8.9 "k": hx exponent based on Ta= 1.00 Table of building Weights by Floor Level._ Level # Wi: Weight HI: Height (Wi * Hft) Cvx Fx=Cvx * V Sum Story Shear Sum Story Moment 1 100.20 10.50 1,052.10 1.0000 18.68 18.68 0.00 Sum Wi = 100.20 k Sum Wi * Hi = 1,052.10 k -fl Total Base Shear= 18.68 k Base Moment= 196.2 k -ft Diaphragm Forces : Seismic Design Category "B" to 'T' ASCE 7-1612.10.1.1 Level # Wi Fi Sum Fi Sum Wi Fpx: Calcd Fpx: Min Fpx: Max Fpx Dsgn. Force 1 100.20 18.68 18.68 100.20 18.68 29.15 58.29 29.15 29.15 Wpx .......................... Weight at level of diaphragm and other structure elements attached to it. Fi ............................ Design Lateral Force applied at the level. Sum Fi ........................ Sum of "Lat. Force" of current level plus all levels above MIN Req'd Force @ Level ......... 0.20 * S o* l * Wpx MAX Req'd Force @ Level ........ 0.40 * S DSI * Wpx Fpx : Design Force @ Level ....... Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level Project Title: 4 Engineer: Project ID: Project Descr: General Design Values calculations per ASCE 7.16 V: Basic Wind Speed parsed 26.5-1 or 2 95.0 mph User specified minimum design pressure 10.0 psf Occupancy per Table 1.5-1 11 All Buildings and other structures except those listed Exposure Category per 26.7 Exposure Topographic Factor Kzt per26.8 1.00 Main Force Resisting System Values Component & Cladding Values MRH : Mean Roof Height 12.30 it Effective Wind Area of Component & Cladding 10.0 RA2 Roof Rise:Run Ratio 4:12 Roof pitch for cladding pressure Gable Roof > 7 to 20 Overhang Pressures LHD : Least Horizontal Dimension 17.750 it Zone 1 a=max(0.04* LHD, 3, min(0.10*LHD, 0.4*MRH)) 3.00 it Lambda MWFRS: per Figure 26.8.1 1.21 Lambda Componant & Cladding : per Figure 30.4-1 1.21 Design Wind Pressures Zone 1' Horizontal Pressures ... *** psf Zone: A = 23.96 psf Zone: C = 15.97 psf Zone: B = -10.00 psf Zone: D = -10.00 psf Vertical Pressures ... Zone 2 Zone: E = -20.81 psf Zone: G = -14.52 psf Zone: F = -14.52 psf Zone: H = -11.01 psf Overhangs... `** psf Zone: Eoh = -29.16 psf Zone: Goh = -22.75 psf ASCE 7-16 Section 28.5.4 Minimum Design Wind Loads requires that the load effects of the design wind pressures from Section 28.5.3 shall not be less than a minimum load defined by assuming the pressures, ps, for zones A and C equal to +16 psf, Zones B and D equal to +8 psf, while assuming ps for Zones E, F, G, and H are equal to 0 psf. Component & Cladding Design Wind Pressures Design Wind Pressure = Lambda * Kzt * Ps30 per Eq 30.4-1 Roof Pressures Positive Negative Overhang Pressures Negative Zone 1 11.858 -36.300 psf Zone 1 *'* psf Zone 1' "' *** psf Zone 1' — psf Zone 2 *** *** psf Zone 2 - *' psf Zone 2e 11.858 -36.300 psf Zone 2e `** psf Zone 2n 11.858 -52.998 psf Zone 2n """ psf Zone 2r 11.858 -52.998 psf Zone 2r "' psf Zone 3 '*" *** psf Zone 3 """ psf Zone 3e 11.858 -52.998 psf Zone 3e "' psf Zone 3r 11.858 -62.920 psf Zone 3r "' psf Wall Pressures Wall Zone 4: psf : There is no value in Figure 30.4-1 Tabular Values Wall Zone 5: "' '*" psf 5 Roof Level Shear Wall Calcs Total Shear Force= Total Diaphragm Area = Shear Wall: Grid -B Plate Height H = 10 ft Trib. Area = 818 ft2 ShearV= 477 kin; 18.68 kips 3203 ft' Panel ID A IB IC ID JE Total Length Length (ft) 15 1 i 15 Panel Shear (kips) 4.7706026 0 Uplift/Compress -2.68/4.72 Shear Wall: ADU Shearwall@ Grid -C Plate Height H = 10 ft Trib. Area = 464 ft' ShearV= 2.71 kips Panel ID JA IB IC ID JE ITotal Length Length (ft) 16 i I i 6 Panel Shear (kips) 2.7060631 0 Uplift/Compress -3.12/3.94 Shear Wall: Grid -1 Plate Height H = Trio. Area = Shear V = to ft 155 ft' 0.90 kips Panel ID JA IB IC ID JE ITotalLength Length (ft)4.5 4.5 Panel Shear (kips) 0.903965 0 - Uplift/Compress -1.95/2.52 Shear Wall: Grid -2 Plate Height H = 10 ft Trib. Area = 245 ft2 Shear V = 1.43 kips Panel ID A IB IC ID JE Total Length Length (ft) 4.5 4.5 Panel Shear (kips) 1.4288481 0 Uplift/Compress -3.02/3.59 Shear Wall: Patio cantilevered post @ Grid - C Plate Height H = 9 ft Trib. Area = 155 ft2 Shear V = 0.90 kios Panel ID A IB IC ID JE ITotal Length Length (ft) 0 0 Panel Shear (kips) #DIV/0! #DIV/01 Uplift/Compress 0 Use (2) - 8x8 wood post with Simpso MPB88Z. Moment resistant capacity =4.56 k -ft Project Title: 6 Engineer: Project ID: Project Descr: Wood Shear WallFile: 21-1 U7 I norp Keslcence.ecfi Software copyright ENERCALC, INC. 19832020, Build:12.20.8.24 r.i DESCRIPTION: Shearwall - Grid - B -15' General Information Calculations per NDS 2018, IBC 20182 CBC 2019, ASCE 7-16 Total Wall Length 15.0 ft Framing & Chord Material: Number of Storys 1 Wood Species: Douglas Fir -Larch Story #1 Height 10.Oft Wood Grade: No.2 Fc -Prll= 1,350.0 psi Ft - Tension 575.0 psi Fc - Perp = 625.0 psi E 1,600.0 ksi Specific Gravity= ).5002 SDC :Seismic Design Category : D Main Sheathina SDPWS 2015 Construction Table: 4.3A Wood Structural Panels, Sheathing, 3/8" Thk,1-3/8" Min Pen, 8d Fstnrs Nominal Seismic Shear Capacities (plf) : 6" Spac. 520 3" Spec. 980 4" Spec. 760 2" Spec. 1280 Nominal Wind Shear Capacities (plf) : 6" Spac. 730 3" Spac. 1370 4" Spac. 1065 2" Spac. 1790 Chord Data Chord Member Size for each level : See Chord Summary Tables for number of Chords required at each panel end. Level 1 Chord Size: 2x6 Chord Cf: Comp: 1.0 Tens: 1.0 Max. Allow Stress Ratio: 1.0 :1 Chord Area = 8.250 in A2 All chords treated as fully braced about both axes Opening ID Dist to Opening Dist to Opening Left Edge Width Bottom Height ft s,o,,,._,:. ft ft It ft ft ft ft ft ft ft I Project Title: Engineer: Project ID: Project Descr: 7 Shear Panel Summary Panel Level Max Shear # Sides Shear Summary & Attachment ID # (kips) Load Comb Used Actual (plf) Allow Status Attachment P1 1 4.757 +1.204D+0.910E Height/Width Ratio Actual Allow Notes 1 317.1 380.0 OK Use 4" at panel edges, 12" in field Dist from "^" Chord Level Left Force # Req"d Member ID # (ft) (kips) Load Comb @ Location Size C1 1 0.00 0.0 D Only Ratio Camp Values: Max. Down: 1.2 k Load Comb: D Only Tens Values: Max. Uplift: 2.7 k Load Comb :+0.3964D+0.910E User-specified anchorage device : 1.589 k -ft C2 1 15.00 0.0 +1.204D+0.910E Comp Values: Max. Down: 4.6 k Load Comb: +1.204D+0.910E Tens Values: Max. Uplift: 0.0 k Load Comb: User-specified anchorage device : Max fc = Max ft = Ratio OK Stress (a) Left End of Ftq Ratio Governs Status 0.11 Comp OK 145 psi Allow F'c= 1,350 psi 327 psi Allow Ft= 575 psi Max fc = 559 psi Allow Fc = 1,350 psi Max ft = 0 psi Allow Ft = 575 psi ord Naming Information : C : Item is a Chord L: Followed by level number # : Followed by chord number from left to right WL: Indicates Chord is on left edge of wall WR : Indicates Chord is on right edge of wall Footing Dimensions (a) Left End of Ftq Dist. Left 3.0 ft fc Wall Length 15.0 ft Fy Dist. Right 1.0 ft Total Ftg Length 19.0 ft Max Factored Soil Pressures 1.589 k -ft @ Left Side of Footing 348.927 psf .... governing load comb +1.40D @ Right Side of Footing 6,690.03 psf .... governing load comb +1.20D+L+0.20S+E Footing One -Way Shear Check... (a) Left End of Ftq vu @ Left End of Footing 5.770 psi vu @ Right End of Footing 0.0 psi vn * phi : Allowable 85.0 psi Footing Bending Design... 0 Left End Mu 1.589 k -ft Ru 12.261 psi As % Req'd 0.00180 in"2 As Req'd in Footing Width 0.2592 in^2 2.50 ksi Rebar Cover 3.0 in 60.0 ksi Footing Thickness 15.0 in Width 1.0 ft Max UNfactored Soil Pressures @ Left Side of Footing 273.927 psf .... governing load comb +D+0.750L+0.7505+0.450W @ Right Side of Footing 12,416.0 psf .... governing load comb +0.60D+0.70E Overturning Stability... (a) Left End of Ftq (a) Riaht End of Fta Overturning Moment 39.601 k -ft 39.601 k -ft Resisting Moment 45.899 k -ft 45.899 k -ft Stability Ratio 1.159 :1 1.159: 1 .... governing load comb +0.60D+0.70E +0.60D+0.70E Right End 2.786 k -ft 21.499 psi 0.00180 in^2 0.2592 in42 DESCRIPTION: Shearwall - ADU -Grid General Information Total Wall Length 6.0 ft Number ofStorys 1 Story#1 Height 10.0ft Project Title: Engineer: Project ID: Project Descr: Sn11.Am llov !Mt F Calculations per NDS 2018, IBC 2C Framing & Chord Material: Wood Species: Douglas Fir -Larch Wood Grade: No.2 Fc -Prll= 1,350.0 psi Ft - Tension Fc - Perp = 625.0 psi E Specific Gravity = ).5002 SDC :Seismic Design Category : D 0 CBC 201 575.0 psi 1,600.0 ksi 7.16 Main Sheathina SDPWS 2015 Construction Table: 4.3A Wood Structural Panels, Sheathing, 318" Thk, 1-3/8" Min Pen, 8d Fstnrs Nominal Seismic Shear Capacities (plf) : 6" Spec. 520 3" Spec, 980 4" Spec. 760 2" Spec. 1280 Nominal Wind Shear Capacities (plf) : 6" Spec. 730 3" Spec. 1370 4" Spec. 1065 2" Spec. 1790 Chord Data Chord Member Size for each level : See Chord Summary Tables for number of Chords required at each panel end. Level 1 Chord Size: 2x6 Chord Cf: Comp: 1.0 Tens: 1.0 Max. Allow Stress Ratio: 1.0 :1 Chord Area = 8.250 inA2 All chords treated as fully braced about both axes Opening ID Dist to Opening Dist to Opening Left Edge Width Bottom Height ft ft ft ft ft ft ft ft ft ft ft Project Title: 9 Engineer: Project ID: Project Descr: Shear Panel Summary Panel Level Max shear # Sides Shear Summary & Attachment ID # (kips) Load Comb Used Actual (plf) Allow Status Attachment Height/Width Ratio Actual Allow Notes P1 1 1.983 +1.204D+0.910E 1 330.5 380.0 OK Use 4" at panel edges, 12" in field 1.67 3.50 Ratio OK Chord Summary Dist from CHORD DESIGN SUMMARY fc 2.50 ksi Rebar Cover Chord Level Left Force # Req"d Member Stress 6.0 ft Fy 60.0 ksi ID # (ft) (kips) Load Comb @ Location Size Ratio Governs Status C1 1 0.00 0.0 D Only 1 2x6 0.04 Comp OK Comp Values: Max. Down : 0.5 k Load Comb: D Only Max fc = 58 psi Allow Fc = 1,350 psi Tens Values: Max. Uplift: 3.1 k Load Comb :+0.3964D+0.910E Max ft = 378 psi Allow Ft = 575 psi User-specified anchorage device : @ Left Side of Footing 236.90 psf @ Left Side of Footing 161.90 psf C2 1 6.00 0.0 +1.204D+0.910E 1 2x6 0.35 Comp OK Comp Values: Max. Down: 3.9 k Load Comb :+1.204D+0.910E Max fc = 471 psi Allow Fc = 1,350 psi Tens Values: Max. Uplift: 0.0 k Load Comb: Max It = 0 psi Allow Ft = 575 psi User-specified anchorage device: .... governing load comb +D+0.70E Chord Naming Information : C : Item is a Chord L: Followed by level number #: Followed by chord number from left to right Overturning Stability... (d. Left End of Ftg na Right End of Ftg WL: Indicates Chord is on left edge of wall WR : Indicates Chord is on right edge of wall Overturning Moment 16.533 k -ft Footing Information Footing Dimensions Dist. Left 8.0 ft fc 2.50 ksi Rebar Cover 3.0 in Wall Length 6.0 ft Fy 60.0 ksi Footing Thickness 15.0 in Dist. Right 1.0 ft Width 1.0 ft Total Ftg Length 15.0 ft Max Factored Soil Pressures Max UNfactored Soil Pressures @ Left Side of Footing 236.90 psf @ Left Side of Footing 161.90 psf .... governing load comb +1.40D .... governing load comb D Only @ Right Side of Footing 2,264.06 psf @ Right Side of Footing 1,129.44 psf .... governing load comb +120D+E .... governing load comb +D+0.70E Footing One -Way Shear Check... Overturning Stability... (d. Left End of Ftg na Right End of Ftg vu @ Left End of Footing 15.939 psi Overturning Moment 16.533 k -ft 16.533 k -ft vu @ Right End of Footing 0.0 psi Resisting Moment 24.401 k -ft 24.401 k -ft vn ` phi: Allowable 85.0 psi Stability Ratio 1.476 :1 1.476:1 .... governing load comb +0.60D+0.70E +0.60D+0.70E Footing Bending Design... Left End @ Right End Mu 8.60 k -ft 1.033 k -ft Ru 66.360 psi 7.974 psi As % Req'd 0.00180 inA2 0.00180 inA2 As Req'd in Footing Width 0.2592 inA2 0.2592 inA2 Project Title: Engineer: Project ID: Project Descr: 10 General Information Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7.16 Total Wall Length 4.50 ft Framing & Chord Material: Number of Storys 1 Wood Species: Douglas Fir -Larch Story #1 Height 10.0 ft Wood Grade: No.2 Fc -Prll= 1,350.0 psi Ft - Tension 575.0 psi Fc - Perp = 625.0 psi E 1,600.0 ksi Specific Gravity ).5002 SDC : Seismic Design Category : D Main Sheathino SDPWS 2015 Construction Table: 4.3A Wood Structural Panels, Sheathing, 3/8" Thk,1-3/8" Min Pen, 8d Fstnrs Nominal Seismic Shear Capacities (plf) : 6" Spec. 520 3" Spec. 980 4" Spac. 760 2" Spec. 1280 Nominal Wind Shear Capacities (plf) : 6" Spec. 730 3" Spec. 1370 4" Spec. 1065 2" Spac. 1790 Chord Data Chord Member Size for each level : See Chord Summary Tables for number of Chords required at each panel end. Level 1 Chord Size: 2x4 Chord Cf: Comp: 1.0 Tens: 1.0 Max. Allow Stress Ratio: 1.0 :1 Chord Area = 5.250 inA2 All chords treated as fully braced about both axes Opening ID Dist to Opening Dist to Opening Left Edge Width Bottom Height ft ft It ft ft ft ft ft ft ft ft S.,1-» DESCRIPTION: Shear Panel Grid -1 - 4.5' Project Title: Engineer: Project ID: Project Descr: 11 ranee Level rviax onear 4 bines linear JUmmary & Attachment ID # (kips) Load Comb Used Actual (plf) Allow Status Attachment Height(Width Ratio Actual Allow Notes P1 1. 0.941 +1.204D+0.910E 1 209.2 234.0 OK Use 6" at panel edges, 12" in field 2.22 3.50 Side 1 h/b>2, Vs Adj Chord Summary Dist from CHORD DESIGN SUMMARY Chord Level Left Force # Req"d Member Stress ID # (ft) (kips) Load Comb @ Location Size Ratio Governs Status C7 1 0.00 0.0 D Only 1 2x4 0.05 Camp OK Comp Values: Max. Down: 0.4 k Load Comb: D Only Max fc = 69 psi Allow Fc = 1,350 psi Tens Values: Max. Uplift: 1.9 k Load Comb :+0.3964D+0.910E Max ft = 371 psi Allow Ft = 575 psi User-specified anchorage device C2 1 4.50 0.0 +1.204D+0.910E 1 2x4 0.36 Comp OK Camp Values : Max. Down : 2.5 k Load Comb: +1.204D+0.91 OE Max fc = 481 psi Allow Fc = 1,350 psi Tens Values: Max. Uplift: 0.0 k Load Comb: Max It = 0 psi Allow Fl = 575 psi User-specified anchorage device : Chord Naming Information : C: Item is a Chord L: Followed by level number # : Followed by chord number from left to right WL: Indicates Chord is on left edge of wall WR : Indicates Chord is on right edge of wall Footing Information Footing Dimensions Dist. Left 3 ft fc 2.50 ksi Rebar Cover 3.0 in Wall Length 4.50 ft Fy 60.0 ksi Footing Thickness 18.0 in Dist. Right 1.0 It Width 2.0 ft Total Ftg Length 8.50 ft Max Factored Soil Pressures Max UNfactored Soil Pressures @ Left Side of Footing 327.457 psf @ Left Side of Footing 237.457 psf .... governing load comb +1.40D .... governing load comb D Only @ Right Side of Footing 699.81 psf @ Right Side of Footing 542.0 psf .... governing load comb +1.20p+E .... governing load comb +D+0.70E Footing One -Way Shear Check... Overturning Stability... fat Left End of Ftg (a) Right End of Ftg vu @ Left End of Footing 3.816 psi Overturning Moment 6.045 k -ft 6.045 k -ft vu @ Right End of Footing 0.0 psi Resisting Moment 16.358 k -ft 16.358 k -ft vn' phi: Allowable 85.0 psi Stability Ratio 2.706 :1 2.706:1 .... governing load comb +0.60D+0.70E +0.60D+0.70E Footing Bending Design... 6D. Left End @ Right End Mu 3.010 k -ft 0.6691 k -ft Ru 7.433 psi 1.652 psi As % Req'd 0.00180 inA2 0.00180 inA2 As Req'd in Footing Width 0.6480 inA2 0.6480 inA2 Wood Shear Wall 111M 11111 DESCRIPTION: SW -Grid -2-4.5' General Information Total Wall Length 4.50 ft Number ofStorys 1 Story #1 Height 10.011 Project Title: Engineer: Project ID: Project Descr: 12 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7.16 Framing & Chord Material : Wood Species: Douglas Fir -Larch Wood Grade: No.2 - Fc -Prll= 1,350.0 psi Ft - Tension 575.0 psi Fc - Perp = 625.0 psi E 1,600.0 ksi Specific Gravity= ).5002 SDC :Seismic Design Category : D Main Sheathing SDPWS 2015 Construction Table: 4.3A Wood Structural Panels, Sheathing, 3/8" Thk,1-3/8" Min Pen, 8d Fstnrs Nominal Seismic Shear Capacities (plf) : 6" Spac. 520 3" Spec. 980 4" Spac. 760 2" Spac. 1280 Nominal Wind Shear Capacities (plf) : 6" Spac. 730 3" Spac. 1370 4" Spac. 1065 2" Spac. 1790 Chord Data Chord Member Size for each level : See Chord Summary Tables for number of Chords required at each panel end. Level 1 Chord Size: 2x4 Chord Cf: Camp: 1.0 Tens: 1.0 Max. Allow Stress Ratio: 1.0 :1 Chord Area = 5.250 inA2 All chords treated as fully braced about both axes Opening ID Dist to Opening Dist to Opening Left Edge Width Bottom Height ft ft ft ft ft ft ft 11 ft ft It Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: SW- Grid -2 - 4.5' Shear Panel Summary 13 Panel Level Max Shear # Sides Shear Summary & Attachment ID # (kips) Load Comb Used Actual (plf) Allow Status Attachment Height(Width Ratio Actual Allow Notes P1 1 1.423 +1.204D+0,910E 1 316.1 342.0 OK Use 4" at panel edges, 12" in field 2.22 3.50 Side 1 hlb>2, Vs Adj Chord Summary Dist from CHORD DESIGN SUMMARY Chord Level Left Force # Req"d Member Stress ID # (ft) (kips) Load Comb @ Location Size Ratio Governs Status C1 1 0.00 0.0 D Only 1 20 0.05 Comp OK Comp Values : Max. Down: 0.4 k Load Comb: D Only Max fc = 69 psi Allow F'c = 1,350 psi Tens Values: Max. Uplift: 3.0k Load Comb:+0.3964D+0.910E Maxft= 575 psi Allow Ft 575 psi User-specified anchorage device C2 1 4.50 0.0 +1204D+0.910E 1 2x4 0.51 Comp OK Comp Values: Max. Down: 3.6 k Load Comb :+1204D+0.910E Max fc = 685 psi Allow Fc = 1,350 psi Tens Values : Max. Uplift: 0.0 k Load Comb: Max ft = 0 psi Allow Ft = 575 psi User-specified anchorage device Chord Naming Information : C: Item is a Chord L: Followed by level number # : Followed by chord number from left to right WL : Indicates Chord is on left edge of wall WR: Indicates Chord is on right edge of wall Footing Information Footing Dimensions Dist. Left 3.250 ft Fc 2.50 ksi Rebar Cover 3.0 in Wall Length 4.50 ft Fy 60.0 ksi Footing Thickness 18.0 in Dist. Right 9.90 it Width 1.0 ft Total Fig Length 17.650 ft Max Factored Soil Pressures Max UNfactored Soil Pressures @ Left Side of Footing 401.902 psi @ Left Side of Footing 311.902 psi .... governing load comb +1.40D .... governing load comb D Only @ Right Side of Footing 598.01 psf @ Right Side of Footing 453.011 psi .... governing load comb +1.20D+E .... governing load comb +D+0.70E Footing One -Way Shear Check... Overturning Stability... (0 Left End of Ftg (di Right End of Fig vu @ Left End of Footing 5.185 psi Overturning Moment 12.114 k -ft 12.114 k -ft vu @ Right End of Footing 25.851 psi Resisting Moment 35.120 k -ft 35.120 k -ft vn * phi: Allowable 85.0 psi Stability Ratio 2.899 :1 2.899:1 ... governing load comb +0.60D+0.70E +0.60D+0.70E Footing Bending Design... Left End (a), Right End Mu 2.093 k -ft 20.824k -ft Ru 10.334 psi 102.836 psi As % Req'd 0.00180 inA2 0.002343 inA2 As Req'd in Footing Width 0.3240 inA2 0.4218 inA2 Project Title: Engineer: Project ID: Project Descr: HDR guest room north CODE REFERENCES 14 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load Combination Set: ASCE 7-16 Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Material Properties Moment Values DESIGN SUMMARY Analysis Method: Allowable Stress Design Fb + 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb- 900.0 psi Ebend-xx 1,600.Oksi Section used for this span Fc -Prll 1,350.0 psi Eminbend -xx 580.Oksi Wood Species :Douglas Fir -Larch Fc - Perp 625.0 psi 1,442.33psi Wood Grade No.2 Fv 180.0 psi +D+Lr Load Combination Ft 575.0 psi Density 31.210pcf Beam Bracing : Completely Unbraced 7.416 ft Span # where maximum occurs = Span # 1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width = 4.50 ft, (roof) Moment Values DESIGN SUMMARY Shear Values ' - Maximum Bending Stress Ratio = 0.4221 Maximum Shear Stress Ratio = 0.175 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 608.97psi fv: Actual = 39.28 psi Fb: Allowable = 1,442.33psi Fv: Allowable = 225.00 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 4.000ft Location of maximum on span = 7.416 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection 0.00 0.00 Length = 8.0 ft 1 ''.... Max Downward Transient Deflection 0.047 in Ratio= 2046>=360 1.00 ''.... Max Upward Transient Deflection 0.000 in Ratio = 0 <360 0.99 ''... Max Downward Total Deflection 0.101 in Ratio = 946>=180 0.36 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t CL M fb F'b V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.314 0.130 0.90 1.300 1.00 1.00 1.00 1.00 0.99 0.84 327.18 1043.20 0.36 21.10 162.00 +D+Lr 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =8.011 1 0.422 0.175 1.25 1.300 1.00 1.00 1.00 1.00 0.99 1.56 608.97 1442.33 0.66 39.28 225.00 +D+0.75OLr 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =8.0 ft 1 0.373 0.154 1.25 1.300 1.00 1.00 1.00 1.00 0.99 1.38 538.53 1442.33 0.59 34.73 225.00 +0.60D 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.107 0.044 1.60 1.300 1.00 1.00 1.00 1.00 0.98 0.50 196.31 1836.58 0.21 12.66 288.00 Overall Maximum Deflections Load Combination Span Max.'-" Dell Location in Span Load Combination Max. Y' Deg Location in Span +D+Lr 1 0.1014 4.029 0.0000 0.000 Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: HDR guest room north Software WDW Vertical Reactions Support notation: Farleftis#1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 0.360 0.360 D Only 0.418 0.418 +D+Lr 0.778 0.778 +D+0.750Lr 0.688 0.688 +0.601 0.251 0.251 Lr Only 0.360 0.360 15 Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: HDR guest room south CODE REFERENCES sit 16 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Shear Values 0.513 1 Maximum Shear Stress Ratio Load Combination Set: ASCE 7-16 Section used for this span 0.00 4x8 Material Properties Section used for this span 162.00 fb: Actual = Analysis Method: Allowable Stress Design Fb+ 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb- 900.0 psi Ebend-xx 1,600.Oksi = Fc -Prll 1,350.0 psi Eminbend -xx 580.Oksi Wood Species :Douglas Fir -Larch Fc - Perp 625.0 psi Location of maximum on span = Wood Grade : No.2 Fv 180.0 psi Location of maximum on span = Ft 575.0 psi Density 31.210pcf Beam Bracing : Completely Unbraced Span # where maximum occurs = ''.. Maximum Deflection Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width= 5.50 ft, (roof) Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = Shear Values 0.513 1 Maximum Shear Stress Ratio ....._.......__ = Section used for this span 0.00 4x8 0.43 Section used for this span 162.00 fb: Actual = 0.60 740.47 psi fv: Actual = '... Fb: Allowable = 0.00 1,442.33psi Fv: Allowable = Load Combination 225.00 +D+Lr 0.00 Load Combination 0.26 Location of maximum on span = 288.00 4.00Oft Location of maximum on span = Span # where maximum occurs = Span # 1 Span # where maximum occurs = ''.. Maximum Deflection ''... Max Downward Transient Deflection 0.057 in Ratio = 1674>=360 ''.... Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.123 in Ratio = 778>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b D Only 0.00 Length = 8.0 it 1 0.380 0.158 0.90 1.300 1.00 1.00 1.00 1.00 0.99 1.01 396.07 1043.20 +D+Lr 1.300 1.00 1.00 1.00 1.00 0.99 0.00 Length = 8.0 it 1 0.513 0.212 1.25 1.300 1.00 1.00 1.00 1.00 0.99 1.89 740.47 1442.33 +D+0.750Lr 1.300 1.00 1.00 1.00 1.00 0.99 0.00 Length = 8.0 it 1 0.454 0.188 1.25 1.300 1.00 1.00 1.00 1.00 0.99 1.67 654.37 1442.33 +0.60D 1.300 1.00 1.00 1.00 1.00 0.99 0.00 Length = 8.0 ft 1 0.129 0.053 1.60 1.300 1.00 1.00 1.00 1.00 0.98 0.61 237.64 1836.58 Overall Maximum Deflections 0.212 : 1 4x8 47.76 psi 225.00 psi +D+Lr 7.416 ft Span # 1 Max.'-" Dell Location in Span Load Combination Max. Y' Dell Location in Span Shear Values V fv FV 0.00 0.00 0.00 0.43 25.54 162.00 0.00 0.60 0.00 0.81 47.76 225.00 0.00 0.60 0.00 0.71 42.20 225.00 0.00 0.00 0.00 0.26 15.33 288.00 Max.'-" Dell Location in Span Load Combination Max. Y' Dell Location in Span DESCRIPTION: HDR guest room south Vertical Reactions Project Title: Engineer: Project ID: Project Descr: Support notation : Far lett is #1 Values in KIPS .oao Combination Support 1 Support 2 Overall MAXimum 0.946 0.946 Overall MlNimum 0.440 0.440 D Only 0.506 0.506 +D+Lr 0.946 0.946 +0+0.750Lr 0.836 0.836 +0.60D 0.304 0.304 Lr Only 0.440 0.440 HFA Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: Ridge guest room CODE REFERENCES In Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties 0.215 : 1 3.5x14.0 Section used for this span Analysis Method: Allowable Stress Design Fb+ 2,900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb- 2,900.0 psi Ebend-xx 2,000.Oksi Load Combination Fc -Prll 2,900.0 psi Eminbend -xx 1,016.54ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Span # 1 Wood Grade Parallam PSL 2.0E Fv 290.0 psi 0.000 in Ratio = 0 <360 Ft 2,025.0 psi Density 45.070pef Beam Bracing : Completely Unbraced 0.000 in Ratio = 0 <180 42.56 Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width = 7.50 It, (roof) !..Maximum Bending Stress Ratio = Section used for this span fb: Actual = Fb: Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered. Load Factors will be applied for calculations. 0.564, 1 Maximum Shear Stress Ratio = 0.215 : 1 3.5x14.0 Section used for this span 3.5x14.0 1,365.44psi fv: Actual = 77.96 psi 2,420.80 psi Fv: Allowable = 362.50 psi +D+Lr Load Combination +D+Lr 8.875ft Location of maximum on span = 16.584 ft Span # 1 Span # where maximum occurs = Span # 1 0.211 in Ratio= 1011 >=360 1.00 0.000 in Ratio = 0 <360 1.00 0.464 in Ratio= 459>=180 745.42 0.000 in Ratio = 0 <180 42.56 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr C m C t C fb F'b V W Fv D Only 0.00 0.00 0.00 0.00 Length =17.750 it 1 0.348 0.163 0.90 0.983 1.00 1.00 1.00 1.00 0.83 7.10 745.42 2139.77 1.39 42.56 261.00 +D+Lr 0.983 1.00 1.00 1.00 1.00 0.83 0.00 0.00 0.00 0.00 Length =17.750 it 1 0.564 0.215 1.25 0.983 1.00 1.00 1.00 1.00 0.68 13.01 1,365.44 2420.80 2.55 77.96 362.50 +D+0.750Lr 0.983 1.00 1.00 1.00 1.00 0.68 0.00 0.00 0.00 0.00 Length =17.750 it 1 0.500 0.191 1.25 0.983 1.00 1.00 1.00 1.00 0.68 11.53 1,210.43 2420.80 2.26 69.11 362.50 +0.60D 0.983 1.00 1.00 1.00 1.00 0.68 0.00 0.00 0.00 0.00 Length =17.750 it 1 0.177 0.055 1.60 0.983 1.00 1.00 1.00 1.00 0.55 4.26 447.25 2521.40 0.83 25.53 464.00 Overall Maximum Deflections Load Combination Span Max. "' Deil Location in Span Load Combination Max. Y' Dell Location in Span +D+Lr 1 n dfiaa 9 940 0.0000 0.000 DESCRIPTION: Ridge guest room Vertical Reactions Load Combination Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Values in KIPS Overall MINimum 1.331 1.331 D Only 1.600 1.600 +D+Lr 2.932 2.932 +D+0.750Lr 2.599 2.599 +0.60D - 0.960 0.960 Lr Only 1.331 1.331 19 Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: Roof Rafter CODE REFERENCES Software coot/ go Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 0.518: 1 Maximum Shear Stress Ratio = Load Combination Set: ASCE 7-16 0.175: 1 Section used for this span Material Properties Section used for this span Analysis Method: Allowable Stress Design Fb+ 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Flo - 900.0 psi Ebend- xx 1,600.0 ksi Fb: Allowable = Fc -Prll 1,350.0 psi Eminbend -xx 580.Oksi Wood Species :Douglas Fir -Larch Fc - Perp 625.0 psi '.. Load Combination Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling Location of maximum on span = Repetitive Member Stress Increase 2x8 S Span = 11.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width = 1.330 it, (roof) Maximum Bending Stress Ratio = 0.518: 1 Maximum Shear Stress Ratio = 0.175: 1 Section used for this span 2x8 Section used for this span 2x8 fb: Actual = 804.10 psi fv: Actual = 39.33 psi Fb: Allowable = 1,552.50psi Fv: Allowable = 225.00 psi '.. Load Combination +D+Lr Load Combination +D+Lr '... Location of maximum on span = 5.500ft Location of maximum on span = 10.398 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection ''.... Max Downward Transient Deflection 0.116 in Ratio = 1141 >=360 ''.... Max Upward Transient Deflection 0.000 in Ratio = 0 <360 ''.... Max Downward Total Deflection 0.253 in Ratio = 521 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b V ft/ Fv D Only 0.00 0.00 0.00 0.00 Length =11.0 it 1 0.391 0.132 0.90 1.200 1.00 1.15 1.00 1.00 1.00 0.48 436.70 1117.80 0.15 21.36 162.00 +D+Lr 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.518 0.175 1.25 1.200 1.00 1.15 1.00 1.00 1.00 0.88 804.10 1552.50 0.29 39.33 225.00 +D+0.750Lr 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.459 0.155 1.25 1.200 1.00 1.15 1.00 1.00 1.00 0.78 712.25 1552.50 0.25 34.84 225.00 +0.60D 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 .0.132 0.044 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.29 262.02 1987.20 0.09 12.82 288.00 Overall Maximum Deflections Load Combination Span Max.'-" Deft Location in Span Load Combination Max. Y' Deft Location in Span DESCRIPTION: Roof Rafter Vertical Reactions Project Title: Engineer: Project ID: Project Descr: Support natation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.320 0.320 Overall MINimum 0.146 0.146 D Only 0.174 0.174 +D+Lr 0.320 0.320 +D+0.75oLr 0.284 0.284 +0.60D 0.104 0.104 Lr Only 0.146 0.146 21 : Beam btw guest CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-16 Wood Species : Douglas Fir -Larch Wood Grade : No.1 Beam Bracing : Completely Unbraced Project Title: Engineer: Project ID: Project Descr: Fb + Fb- Fc - Prll Fc - Perp Fv Ft Dto.os7z> Lrto.oszl C 6x10 Span = 18.0 ft Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width = 2.60 ft, (roof) Software mm.hl 1000 psi 1000 psi 1500 psi 625 psi 180 psi 675 psi 0% E: Modulus of Elasticity Ebend-xx 1700ksi Eminbend - xx 620 ksi Density 31.21 pcf Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.574 1 Maximum Shear Stress Ratio = 0.126 : 1 Section used for this span 6x10 Section used for this span 6x10 ''.... fb: Actual = 708.03psi fv: Actual = 28.41 psi ''.... Fb: Allowable = 1,233.90psi Fv: Allowable = 225.00 psi ''.. Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 9.000ft Location of maximum on span = 17.212 ft ''..... Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 ''.. Maximum Deflection ''... Max Downward Transient Deflection 0.185 in Ratio = 1168>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.429 in Ratio = 503>=180 - Max Upward Total Deflection 0.000 in Ratio =. 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd D FN C i Cr C m C t C L M Po F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 18.0 ft 1 0.451 0.100 0.90 1.000 1.00 1.00 1.00 1.00 0.99 2.78 402.55 892.15 0.56 16.15 162.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =18.0 ft 1 0.574 0.126 1.25 1.000 1.00 1.00 1.00 1.00 0.99 4.88 708.03 1233.90 0.99 28.41 225.00 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =18.0 ft 1 0.512 0.113 1.25 1.000 1.00 1.00 1.00 1.00 0.99 4.35 631.66 1233.90 0.88 25.35 225.00 +0.60D 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =18.0 ft 1 0.154 0.034 1.60 1.000 1.00 1.00 1.00 1.00 0.98 1.67 241.53 1571.85 0.34 9.69 288.00 Overall Maximum Deflections Load Combination Span Max.'-" Dell Location in Span Load Combination Max. Y' DO Location in Span DESCRIPTION: Beam btw guest & bbq Vertical Reactions Project Title: Engineer: Project ID: Project Descr: Support notation: Far left is #1 Values in KIPS Overall MINimum 0.468 0.468 D Only 0.617 0.617 +D+Lr 1.085 1.085 +D+0.750Lr 0.968 0.968 +0.60D 0.370 0.370 Lr Only 0.468 0.468 23 Project Title: 24 Engineer: Project ID: Project Descr: DESCRIPTION: Gazebo ridge beam CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties 0.177 : 1 8x12 Section used for this span Analysis Method : Allowable Stress Design Flo + 1,000.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,000.0 psi Ebend-xx 1,700.Oksi Load Combination Fc -Prll 1,500.0 psi Eminbend -xx 620.0ksi Wood Species :Douglas Fir -Larch Fc - Perp 625.0 psi Span # 1 Wood Grade : No.1 Fv 180.0 psi 0.000 in Ratio = 0 <360 Ft 675.0 psi Density 31.210pcf Beam Bracing : Completely Unbraced 0.000 in Ratio= 0<180 0.00 Span = 15.50 it Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width = 7.50 ft, (roof) aximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered. Load Factors will be applied for calculations. = 0.58a 1 Maximum Shear Stress Ratio = 0.177 : 1 8x12 Section used for this span 8x12 = 727.44psi fv: Actual = 39.72 psi = 1,241.79psi Fv: Allowable = 225.00 psi +D+Lr Load Combination +D+Lr = T750ft Location of maximum on span = 14.595 ft = Span # 1 Span # where maximum occurs = Span # 1 0.121 in Ratio= 1533>=360 0.000 in Ratio = 0 <360 1.00 0.270 in Ratio= 689>=180 1.00 0.000 in Ratio= 0<180 0.00 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr C on C t C L L Moment Values Shear Values M fb F'b V fv Fv 0.00 0.00 0.00 0.00 Length= 15.50 ft 1 0.447 0.135 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.52 400.44 895.88 1.26 21.87 162.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 15.50 ft 1 0.586 0.177 1.25 1.000 1.00 1.00 1.00 1.00 0.99 10.02 727.44 1241.79 2.28 39.72 225.00 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 15.50 ft 1 0.520 0.157 1.25 1.000 1.00 1.00 1.00 1.00 0.99 8.90 645.69 1241.79 2.03 35.26 225.00 +0.60D 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 15.50 ft 1 0.151 0.046 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.31 240.27 1586.10 0.75 13.12 288.00 Overall Maximum Deflections Load Combination Span Max.'-" Defl Location in Span Load Combination Max. W' Deb Location in Span DESCRIPTION: Gazebo ridge beam Vertical Reactions Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Values in KIPS 25 Load Combination Support 1 Support 2 Overall MAXimum 2.586 2.586 Overall MINimum 1.163 1.163 D Only 1.424 1.424 +D+Lr 2.586 2.586 +D+0.750Lr 2.295 2.295 +0.60D 0.854 0.854 Lr Only 1.163 1.163 Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: HDR at garage CODE REFERENCES 26 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Analysis Method : Allowable Stress Design Fb+ 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb- 900.0 psi Ebend-xx 1,600.Oksi Fc -Pril 1,350.0 psi Eminbend -xx 580.0ksi Wood Species :Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210pcf Beam Bracing : Completely Unbraced = 0.275 : 1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : D =1.085, Lr = 0.4680 k @ 1.750 ft, (bm blw guest and gazebo) Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width = 5.50 ft DESIGN SUMMARY e " Maximum Bending Stress Ratio = 0.463 1 Maximum Shear Stress Ratio = 0.275 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 673.56 psi fv: Actual = 61.97 psi Fb: Allowable = 1,453.79 psi Fv: Allowable = 225.00 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 1.750ft Location of maximum on span = 2.900 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.006 in Ratio = 6790>=360 ''... Max Upward Transient Deflection 0.000 in Ratio = 0 <360 ''.. Max Downward Total Deflection 0.018 in Ratio = 2324>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Ph V fv Pv D Only 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.427 0.251 0.90 1.300 1.00 1.00 1.00 1.00 1.00 1.14 447.37 1048.62 0.69 40.67 162.00 +D+Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.463 0.275 1.25 1.300 1.00 1.00 1.00 1.00 0.99 1.72 673.56 1453.79 1.05 61.97 225.00 +D+0.750Lr 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.424 0.252 1.25 1.300 1.00 1.00 1.00 1.00 0.99 1.58 617.01 1453.79 0.96 56.65 225.00 +0.60D 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.145 0.085 1.60 1.300 1.00 1.00 1.00 1.00 0.99 0.69 268.42 1857.30 0.41 24.40 288.00 Overall Maximum Deflections Load Combination Span Max. "-' Dell Location in Span Load Combination Max. W' Dell Location in Span Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: HDR at garage Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.190 1.190 Overall MINimum 0.427 0.427 D Only 0.764 0.764 +D+Lr 1.190 1.190 +D+0.750Lr 1.084 1.084 +0.60D 0.458 0.458 Lr Only 0.427 0.427 27 8x8 cantilevered post Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Analysis Method : Allowable Stress Design End Fixities Top Free, Bottom Fixed Overall Column Height 10 ft L d for non-slende al l t" ns ) Project Title: 28 Engineer: Project ID: Project Descr. :Software Wood Section Name 8x8 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn k ase o - .r r., cu a �o _ 0.4420:1 Exact Width 7.50 in Allow Stress Modification Factors Governing NDS Foruml41Comp + Mxx, NDS Eq. 3.9-3 Wood Species P Douglas Fir -Larch g At maximum location values are ... Exact Depth 7.50 in Cf or Cv for Bending 1.0 Wood Grade No.1 Applied My 0.0 k -ft Area 56.250 in"2 Cf or Cv for Compression 1.0 Fb+ 1,000.0 psi Fv 180.0 psi Ix 263.672 iO4 Cf or Cv for Tension 1.0 Fb- 1,000.0 psi Ft 675.0 psi I y 263.672 in 4 Cm: Wet Use Factor 1.0 Fc - Prll 1,500.0 psi Density 31.210 pef 0.0 ft Ct Temperature Factor 1.0 Fc - Perp 625.0 psi 1.600 0.180 0.4420 Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x -x Bending y -y Bending Axial Kf : Built-up columns 1.0 NOS ls.a 2 0.3317 Basic 1,700.0 1,700.0 1,700.0ksi Use Cr: Repetitive? No 1.600 Minimum 620.0 620.0 Brace condition for deflection (buckling) along columns : 0.03792 PASS 8.993 ft X -X (width) axis: Unbraced Length for buckling ABOUT Y -Y Axis = 10 ft, K = 2.1 Y -Y (depth) axis: Unbraced Length for buckling ABOUT X -X Axis = 10 ft, K = 2.1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 121.914 lbs" Dead Load Factor AXIAL LOADS ... Roof: Axial Load at 10.0 ft, D = 1.815, Lr =1.650 k BENDING LOADS ... E: Lat. Point Load at 9.0 ft creating Mx -x, E = 0.450 k DESIGN SUMMARY Bending & Shear Check Results 0.03792:1 PASS Max. Axial+Bending Stress Ratio = 0.4420:1 Load Combination +1.2040+0.910E Governing NDS Foruml41Comp + Mxx, NDS Eq. 3.9-3 Location of max.above base 0.0 ft At maximum location values are ... PASS Applied Axial 2.331 k Applied Mx -3.686 k -ft Applied My 0.0 k -ft Fc: Allowable 432.418 psi PASS Maximum Shear Stress Ratio = 0.03792:1 Load Combination +1204D+0.910E Location of max.above base 8.993 It Applied Design Shear 10.920 psi Allowable Shear 288.0 psi pad Combination Results Maximum SERVICE Lateral Load Reactions.. Top along Y -Y 0.0 k Bottom along Y -Y Top along X -X 0.0 k Bottom along X -X Maximum SERVICE Load Lateral Deflections ... Along Y -Y 0.4894 in at 10.0 it above base for load combination: E Only Along X -X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... Bendino Compression 0.450 k 0.0 k Tension -oad Combination C D C P Maximum Axial + Bending Stress Ratio Status Stress Ratios Location Maximum Shear Ratios Stress Ratio Status Location D Only 0.900 0.307 0.08304 PASS 0.0 ft 0.0 PASS 10.0 ft +D+Lr 1.250 0.227 0.1496 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0,750Lr 1.250 0.227 0.1324 PASS 0.0 ft 0.0 PASS 10.0 It +0.60D 1.600 0.180 0.04778 PASS 0.0 ft 0.0 PASS 10.0 It +1204D+0.910E 1.600 0.180 0.4420 PASS 0.0 It 0.03792 PASS 8.993 It +1.153D+0.6825E 1.600 0.180 0.3317 PASS 0.0 ft 0.02844 PASS 8.993 ft +0.3964D+0.910E 1.600 0.180 0.4064 PASS 0.0 ft 0.03792 PASS 8.993 ft A DESCRIPTION: 8x8 cantilevered post Maximum Reactions Project Title: 29 Engineer: Project ID: Project Descr: Note: Only non -zero reactions are listed. 8x8 7.50 in +X SO X -X Axis Reaction k Y -Y Axis Reaction Axial Reaction My- End Moments k -ft Mx- End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 1.937 +D+Lr 3.587 +D+0.7501_r 3.174 +0.60D 1.162 +D+0.70E 0.315 1.937 2.835 +D+0.5250E 0.236 1.937 2.126 +0.60D+0.70E 0.315 1.162 2.835 Lr Only 1.650 E Only 0.450 4.050 Maximum Deflections for Load Combinations Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.0000 in 0.000 it 0.0000 in 0.000 It +D+Lr 0.0000 in 0.000 it 0.0000 in 0.000 it +D+0.750Lr 0.0000 in 0.000 it 0.0000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+0.70E 0.0000 in 0.000 ft 0.3426 in 10.000 ft +D+0.5250E 0.0000 in 0.000 ft 0.2570 in 10.000 it +0.60D+0.70E 0.0000 in 0.000 it 0.3426 in 10.000 it Lr Only 0.0000 in 0.000 it 0.0000 in 0.000 it E Only 0.0000 in 0.000 it 0.4847 in 9.933 ft Sketches 8x8 7.50 in +X SO Project Title: 30 Engineer: Project ID: Project Descr: DESCRIPTION: Grade beam at patio along Grid -C CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties fc = 2.50ksi Phi Values Flexure: 0.90 fr= fcir2 * 7.50 = 375.0 psi Overall MINimum Shear: 0.750 ty Density = 145.0 pcf p 1 0.850 2, LtWt Factor = 1.0 DESIGN SUMMARY +D+Lr+H Elastic Modulus = 3,122.0ksi Fy- Stirrups 40.0ksi fy - Main Rebar = 60.0ksi E - Stirrups = 29,000.0ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # 3 Ratio = 128289 Number of Resisting Legs Per Stirrup = 2 Softviare wovda Cross Section & Reinforcing Details Ractannular Sorfinn Width = 19 n in Hoinhf = 1A Span #1 Reinforcing.... 245 at 3.0 in from Bottom, from 0.0 to 15.50 It in this span 245 at 3.0 in from Top, from 0.0 to 15.50 ft in this span Beam self weight calculated and added to loads Support 1 Support 2 Overall MAXimum Load for Span Number 1 2.051 Overall MINimum -0.523 Moment : E = 4.050 k -ft, Location = 0.50 ft from left end of this span, (Cantilevered Post) +D+H 1.686 Moment : E = 4.050 k -ft, Location =15.0 ft from left end of this span, (Cantilevered Post) +D+L+H 1.686 DESIGN SUMMARY +D+Lr+H • • Maximum Bending Stress Ratio = 0.301: 1 Maximum Deflection 1.686 1.686 Section used for this span Typical Section Max Downward Transient Deflection 0.001 in Ratio= 128289 Mu : Applied 12.370 k -ft Max Upward Transient Deflection -0.001 in Ratio = 128289 MnPhi: Allowable 41.163 k -ft Max Downward Total Deflection 0.016 in Ratio= 11921 +D+0.750L+0.750S+0.450W+H Max Upward Total Deflection 0.000 in Ratio = 0 Location of maximum on span 3.727 ft Span # where maximum occurs Span # 1 Vertical Reactions Support notation: Far left is#1 Dad Combination Support 1 Support 2 Overall MAXimum 1.686 2.051 Overall MINimum -0.523 0.523 +D+H 1.686 1.686 +D+L+H 1.686 1.686 +D+Lr+H 1.686 1.686 +D+S+H 1.686 1.686 +D+0.750Lr+0.750L+H 1.686 1.686 +D+0.750L+0.7505+H 1.686 1.686 +D+0.60W+H 1.686 1.686 +D+0.750Lr+0.750L+0.450W+H 1.686 1.686 +D+0.750L+0.750S+0.450W+H 1.686 1.686 DESCRIPTION: Vertical Reactions Load Combination at patio along Grid - C Support +D+0.70E+0.60H 1.320 2.051 +D+0.750L+0.750S+0.5250E+H 1.411 1.960 +0.60D+0.70E+H 0.646 1.377 D Only 1.686 1.686 E Only -0.523 0.523 H Only (in) Actual Detailed Shear Information (k -ft) Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 31 Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi"Vc Comment Phi'Vs Phi'Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k -ft) (k) (k) (k) Req'd Suggest +1.40D+1.60H 1 0.00 15.00 2.36 2.36 0.00 1.00 13.99 Vu <PhiVG2 lot Reqd 9.6. 14.0 0.0 0.0 +1.40D+1.60H 1 0.17 15.00 2.31 2.31 0.40 1.00 13.99 Vu <PhiVcl2 lot Reqd 9.6.. 14.0 0.0 0.0 +1.40D+1.60H 1 0.34 15.00 2.26 2.26 0.78 1.00 13.99 Vu < PhiVG2 lot Reqd 9.6. 14.0 0.0 0.0 +1.40D+1.60H 1 0.51 15.00 2.21 2.21 1.16 1.00 13.99 Vu < PhiVG2 lot Reqd 9.6. 14.0 0.0 0.0 +1.40D+1.60H 1 0.68 15.00 2.15 2.15 1.53 1.00 13.99 Vu<PhiVG2 lot Reqd 9.6. 14.0 0.0 0.0 +1.40D+1.60H 1 0.85 15.00 2.10 2.10 1.89 1.00 13.99 Vu <PhiVcl2 lot Reqd 9.6. 14.0 0.0 0.0 +1.40D+1.60H 1 1.02 15.00 2.05 2.05 2.24 1.00 13.99 Vu <PhiVcl2 lot Reqd 9.6. 14.0 0.0 0.0 +1.40D+1.60H 1 1.19 15.00 2.00 2.00 2.58 0.97 13.95 Vu <PhiVc/2 lot Reqd 9.6. 13.9 0.0 0.0 +1.40D+1.60H 1 1.36 15.00 1.95 1.95 2.92 0.83 13.79 Vu < PhiVG2 lot Reqd 9.6. 13.8 0.0 0.0 +1.40D+1.60H 1 1.52 15.00 1.90 1.90 3.24 0.73 13.67 Vu < PhlVG2 lot Reqd 9.6. 13.7 0.0 0.0 +1.40D+1.60H 1 1.69 15.00 1.84 1.84 3.56 0.65 13.58 Vu < PhiVG2 lot Reqd 9.6. 13.6 0.0 0.0 +1.40D+1.60H 1 1.86 15.00 1.79 1.79 3.87 0.58 13.50 VU<PhIVC/2 lot Regd 9.6. 13.5 0.0 0.0 +1.40D+1.60H 1 2.03 15.00 1.74 1.74 4.17 0.52 13.43 Vu <PhiVcl2 lot Reqd 9.6. 13.4 0.0 0.0 +1.40D+1.60H 1 2.20 15.00 1.69 1.69 4.46 0.47 13.38 Vu <PhiVG2 lot Reqd 9.6. 13.4 0.0 0.0 +1.40D+1.60H 1 2.37 15.00 1.64 1.64 4.74 0.43 13.33 Vu < PhiVG2 lot Reqd 9.6. 13.3 0.0 0.0 +1.40D+1.60H 1 2.54 15.00 1.59 1.59 5.01 0.40 13.28 Vu < PhiVcl2 lot Reqd 9.6. 13.3 0.0 0.0 +1.40D+1.60H 1 2.71 15.00 1.53 1.53 5.28 0.36 13.25 Vu<PhiVG2 lot Reqd 9.6. 13.2 0.0 0.0 +1.40D+1.60H 1 2.88 15.00 1.48 1.48 5.53 0.34 13.21 Vu <PhiVcl2 lot Reqd 9.6. 13.2 0.0 0.0 +1.40D+1.60H 1 3.05 15.00 1.43 1.43 5.78 0.31 13.18 Vu <PhiVG2 lot Reqd 9.6. 13.2 0.0 0.0 +1.40D+1.60H 1 3.22 15.00 1.38 1.38 6.02 0.29 13.16 Vu <PhiVc/2 lot Reqd 9.6. 13.2 0.0 0.0 +1.40D+1.60H 1 3.39 15.00 1.33 1.33 6.25 0.27 13.13 Vu < PhiVG2 lot Reqd 9.6. 13.1 0.0 0.0 +1.40D+1.60H 1 3.56 15.00 1.28 1.28 6.47 0.25 13.11 Vu < PhiVG2 lot Reqd 9.6. 13.1 0.0 0.0 +1.40D+1.60H 1 3.73 15.00 1.23 1.23 6.68 0.23 13.09 Vu < PhiVG2 lot Reqd 9.6. 13.1 0.0 0.0 +1.40D+1.60H 1 3.90 15.00 1.17 1.17 6.88 0.21 13.07 Vu<PhiVcl2 lot Reqd 9.6. 13.1 0.0 0.0 +1.40D+1.60H 1 4.07 15.00 1.12 1.12 7.08 0.20 13.06 Vu <PhiVc/2 lot Reqd 9.6. 13.1 0.0 0.0 +1.40D+1.60H 1 4.23 15.00 1.07 1.07 7.26 0.18 13.04 Vu <PhiVc12 lot Reqd 9.6. 13.0 0.0 0.0 +1.40D+1.60H 1 4.40 15.00 1.02 1.02 7.44 0.17 13.02 Vu < PhiVG2 lot Reqd 9.6. 13.0 0.0 0.0 +1.40D+1.60H 1 4.57 15.00 0.97 0.97 7.61 0.16 13.01 Vu < PhiVcl2 lot Reqd 9.6. 13.0 0.0 0.0 +1.40D+1.60H 1 4.74 15.00 0.92 0.92 7.77 0.15 13.00 Vu<PhiVcl2 lot Reqd 9.6. 13.0 0.0 0.0 +0.6092D+2.50E+0.90H 1 4.91 15.00 -0.93 0.93 7.15 0.16 13.01 Vu<PhiVcl2 lot Reqd 9.6. 13.0 0.0 0.0 +0.6092D+2.50E+0.90H 1 5.08 15.00 -0.95 0.95 6.99 0.17 13.02 Vu <PhiVG2 lot Reqd 9.6. 13.0 0.0 0.0 +0.6092D+2.50E+0.90H 1 5.25 15.00 -0.98 0.98 6.83 0.18 13.03 Vu <PhiVG2 lot Reqd 9.6. 13.0 0.0 0.0 +0.6092D+2.50E+0.90H 1 5.42 15.00 -1.00 1.00 6.66 0.19 13.04 Vu < PhiVG2 lot Reqd 9.6. 13.0 0.0 0.0 +0.6092D+2.50E+0.90H 1 5.59 15.00 -1.02 1.02 6.49 0.20 13.05 Vu < PhiVG2 lot Reqd 9.6. 13.1 0.0 0.0 +0.6092D+2.50E+0.90H 1 5.76 15.00 -1.04 1.04 6.32 0.21 13.06 Vu < PhiVG2 lot Reqd 9.6. 13.1 0.0 0.0 +0.6092D+2.50E+0.90H 1 5.93 15.00 -1.07 1.07 6.14 0.22 13.08 Vu <PhiVcl2 lot Reqd 9.6. 13.1 0.0 0.0 +0.6092D+2.50E+0.90H 1 6.10 15.00 -1.09 1.09 5.96 0.23 13.09 Vu <PhiVc/2 lot Reqd 9.6. 13.1 0.0 0.0 +0.6092D+2.50E+0.90H 1 6.27 15.00 -1.11 1.11 5.77 0.24 13.10 Vu <PhiVG2 lot Reqd 9.6. 13.1 0.0 0.0 +0.6092D+2.50E+0.90H 1 6.44 15.00 -1.13 1.13 5.58 0.25 13.12 Vu < PhiVcl2 lot Reqd 9.6. 13.1 0.0 0.0 +0.6092D+2.50E+0.90H 1 6.61 15.00 -1.15 1.15 5.39 0.27 13.14 Vu < PhiVG2 lot Reqd 9.6. 13.1 0.0 0.0 +0.6092D+2.50E+0.90H 1 6.78 15.00 -1.18 1.18 5.19 0.28 13.15 Vu < PhiVcl2 lot Reqd 9.6. 13.2 0.0 0.0 +0.6092D+2.50E+0.90H 1 6.95 15.00 -1.20 1.20 4.99 0.30 13.17 Vu <PhiVG2 lot Reqd 9.6. 13.2 0.0 0.0 +0.6092D+2.50E+0.90H 1 7.11 15.00 -1.22 1.22 4.78 0.32 13.20 Vu <PhiVG2 .lot Reqd 9.6. 13.2 0.0 0.0 +0.6092D+2.50E+0.90H 1 7.28 15.00 -1.24 1.24 4.57 0.34 13.22 Vu < PhiVG2 lot Reqd 9.6. 13.2 0.0 0.0 +0.6092D+2.50E+0.90H 1 7.45 15.00 -1.27 1.27 4.36 0.36 13.25 Vu < PhiVG2 lot Reqd 9.6. 13.2 0.0 0.0 I Project Title: 32 Engineer: Project ID: Project Descr: Grade beam at patio along Grid - C Detailed Shear Information Span # 1 - 1 15.500 12.37 41.16 0.30 +1.40D+1,60H Span # 1 1 15.500 9.14 41.16 0.22 Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k -ft) (k) (k) (k) Req'd Suggest +0.6092D+2.50E+0.90H 1 7:62 15.00 -1.29 1.29 4.14 0.39 13.28 Vu<PhiVc/2 lot Recd 9.6. 13.3 0.0 0.0 +1.491 D+L+0205+2.50E+1.60H 1 7.79 15.00 -1.32 1.32 9.68 0.17 13.02 Vu<PhiVG2 lot Recd 9.6. 13.0 0.0 0.0 +1.491 D+L+0205+2.50E+1.60H 1 7,96 15.00 -1.38 1.38 9.45 0.18 13.04 Vu<PhiVG2 lot Reqd 9.6. 13.0 0.0 0.0 +1.491 D+L+020S+2.50E+1,60H 1 8,13 15.00 -1.43 1.43 9.22 0.19 13.05 Vu<PhiVc/2 lot Recd 9.6. 13.1 0.0 0.0 +1.491 D+L+0205+2.50E+1.60H 1 8.30 15.00 -1.48 1.48 8.97 0.21 13.07 Vu<PhiVG2 lot Reqd 9.6. 13.1 0.0 0.0 +1.491 D+L+0205+2.50E+1.60H 1 8,47 15.00 -1.54 1.54 8.71 0.22 13.08 Vu<PhiVc/2 lot Reqd 9.6. 13.1 0.0, 0.0 +1.491 D+L+0205+2.50E+1.60H 1 8.64 15.00 -1.59 1.59 8.45 0.24 13.10 Vu < PhiVG2 lot Reqd 9.6. 13.1 0.0 0.0 +1,491 D+L+020S+2.50E+1.60H 1 8,81 15.00 -1.65 1.65 8.17 0.25 13.12 Vu < PhiVG2 lot Reqd 9.6. 13.1 0.0 0.0 +1.491 D+L+020S+2.50E+1.60H 1 8.98 15.00 -1.70 1.70 7.89 0.27 13.14 Vu < PhiVc/2 lot Recd 9.6. 13.1 0.0 0.0 +1.491 D+L+0203+2.50E+1.60H 1 9,15 15.00 -1.76 1.76 7.60 0.29 13.16 Vu<PhiVG2 lot Reqd 9.6. 13.2 0.0 0.0 +1,491 D+L+020S+2.50E+1.60H 1 9.32 15.00 -1.81 1.81 7.29 0.31 13.19 Vu < PhiVG2 lot Recd 9.6. 13.2 0.0 0.0 +1.491 D+L+0205+2.50E+1.60H 1 9,49 15.00 -1.87 1.87 6.98 0.33 13.21 Vu < PhiVG2 lot Reqd 9.6. 13.2 0.0 0.0 +1.491 D+L+020S+2.50E+1.60H 1 9.66 15.00 -1.92 1.92 6.66 0.36 13.24 Vu < PhiVc/2 lot Reqd 9.6. 13.2 0.0 0.0 +1.491 D+L+020S+2.50E+1.60H 1 9.83 15.00 -1.98 1.98 6.33 0,39 13.28 Vu < PhiVc/2 lot Reqd 9.6. 13.3 0.0 0.0 +1.491 D+L+0203+2.50E+1.60H 1 9.99 15.00 -2.03 2.03 5.99 0.42 13.32 Vu < PhiVG2 lot Recd 9.6. 13.3 0.0 0.0 +1,491 D+L+0203+2.50E+1.60H 1 10.16 15.00 -2.09 2.09 5.64 0.46 13.36 Vu < PhiVG2 lot Reqd 9.6. 13.4 0.0 0.0 +1,491 D+L+020S+2.50E+1.60H 1 10.33 15.00 -2.14 2.14 5.28 0.51 13.42 Vu < PhiVc/2 lot Reqd 9.6. 13.4 0.0 0.0 +1.491 D+L+020S+2.50E+1.60H 1 10.50 15.00 -2.20 2.20 4.91 0.56 13.48 Vu < PhiVc/2 lot Reqd 9.6. 13.5 0.0 0.0 +1.491 D+L+020S+2.50E+1.60H 1 10.67 15.00 -2.25 2.25 4.54 0.62 13.55 Vu < PhiVc/2 lot Recd 9.6. 13.5 0.0 0.0 +1491 D+L+0205+2.50E+1.60H 1 10.84 15.00 -2.31 2.31 4.15 0,70 13.63 Vu<PhiVG2 lot Recd 9.6. 13.6 0.0 0.0 +1.491 D+L+0205+2.50E+1.60H 1 11.01 15.00 -2.36 2.36 3.75 0.79 13.74 Vu<PhiVG2 lot Recd 9.6. 13.7 0.0 0.0 +1,491 D+L+0205+2.50E+1.60H 1 11.18 15.00 -2.42 2.42 3.35 0.90 13.87 Vu<PhIVc/2 lot Recd 9.6. 13.9 0.0 0.0 +1.491 D+L+0205+2.50E+1.60H 1 11.35 15.00 -2.47 2.47 2.93 1.00 13.99 Vu <PhiVG2 lot Reqd 9.6. 14.0 0.0 0.0 +1.491 D+L+0205+2.50E+1.60H 1 11.52 15.00 -2.53 2.53 2.51 1.00 13.99 Vu <PhiVc/2 lot Recd 9.6. 14.0 0.0 0.0 +1.491 D+L+020S+2.SOE+1.60H 1 11.69 15.00 -2.58 2.58 2.08 1:00 13.99 Vu <PhiVc/2 lot Recd 9.6. 14.0 0.0 0.0 +1.491 D+L+020S+2.50E+1.60H 1 11.86 15.00 -2.64 2.64 1.63 1.00 13.99 Vu <PhiVG2 lot Recd 9.6. 14.0 0.0 0.0 +1.491 D+L+020S+2.50E+1.60H 1 12.03 15.00 -2.69 2.69 1.18 1.00 13.99 Vu <PhiVc/2 lot Recd 9.6. 14.0 0.0 0.0 +1.491 D+L+020S+2.50E+1.60H 1 12.20 15.00 -2.75 2.75 0.72 1.00 13.99 Vu <PhiVc/2 lot Reqd 9.6. 14.0 0.0 0.0 +1.491 D+L+020S+2.50E+1,60H 1 12.37 15.00 -2.80 2.80 0.25 1.00 13.99 Vu<PhiVc/2 lot Recd 9.6. 14.0 0.0 0.0 +1.491 D+L+020S+2.50E+1.60H 1 12.54 15.00 -2.86 2.86 0.23 1.00 13.99 Vu<PhiVc/2 lot Recd. 9.6. 14.0 0.0 0.0 +1.491 D+L+020S+2.50E+1.60H 1 12.70 15.00 -2.91 2.91 0.72 1.00 13.99 Vu < PhiVc/2 lot Reqd 9.6. 14.0 0.0 0.0 +1.491 D+L+020S+2.50E+1.60H 1 12.87 15.00 -2.97 2.97 1.21 1.00 13.99 Vu < PhiVc/2 lot Recd 9.6. 14.0 0.0 0.0 +1491 D+L+020S+2.50E+1.60H 1 13.04 15.00 -3.02 3.02 1.72 1.00 13.99 Vu < PhiVc/2 lot Recd 9.6. 14.0 0.0 0.0 +1.491 D+L+0203+2.50E+1.60H 1 13.21 15.00 -3.08 3.08 2.24 1.00 13.99 Vu < PhiVc/2 lot Recd 9.6. 14.0 0.0 0.0 +1.491 D+L+020S+2.50E+1.60H 1 13.38 15.00 -3.13 3.13 2.76 1.00 13.99 Vu < PhiVG2 lot Reqd 9.6. 14.0 0.0 0.0 +1.491 D+L+0203+2.50E+1.60H 1 13.55 15.00 -3.19 3.19 3.30 1.00 13.99 Vu < PhiVc/2 lot Reqd 9.6. 14.0 0.0 0.0 +1.491 D+L+020S+2.50E+1.60H 1 13.72 15.00 -3.24 3.24 3.84 1.00 13.99 Vu<PhiVG2 lot Reqd 9.6. 14.0 0.0 0.0 +1.491 D+L+020S+2.50E+1.60H 1 13.89 15.00 -3.30 3.30 4.40 0.94 13.91 Vu<PhiVG2 lot Reqd 9.6. 13.9 0.0 0.0 +1.491 D+L+0205+2.50E+1.60H 1 14,06 15.00 -3.35 3.35 4.96 0.84 13.81 Vu<PhiVc/2 lot Reqd 9.6. 13.8 0.0 0.0 +1.491 D+L+020S+2.50E+1.60H 1 1423 15.00 -3.41 3.41 5.53 0.77 13.72 Vu<PhiVG2 lot Reqd 9.6. 13.7 0.0 0.0 +1.491 D+L+020S+2.50E+1.60H 1 14,40 15.00 -3.46 3.46 6.12 0.71 13.65 Vu<PhiVG2 lot Reqd 9.6. 13.6 0.0 0.0 +1.491 D+L+020S+2.50E+1,60H 1 14.57 15.00 -3.52 3.52 6.71 0.66 13.59 Vu<PhiVG2 lot Reqd 9.6. 13.6 0.0 0.0 +1.491 D+L+020S+2.50E+1.60H 1 14.74 15.00 -3.57 3.57 7.31 0.61 13.54 Vu<PhiVG2 lot Reqd 9.6. 13.5 0.0 0.0 +1.491 D+L+020S+2.50E+1.60H 1 14,91 15.00 -3.63 3.63 T92 0.57 13.49 Vu<PhiVG2 lot Reqd 9.6. 13.5 0.0 0.0 +1.491 D+L+020S+2.50E+1.60H 1 15.08 15.00 -3.68 3.68 1.59 1.00 13.99 Vu<PhiVG2 lot Reqd 9.6. 14.0 0.0 0.0 +1.491 D+L+0205+2.50E+1.60H 1 15.25 15.00 -3.74 3.74 0.96 1.00 13.99 Vu <PhiVG2 lot Reqd 9.6. 14.0 0.0 0.0 +1.491 D+L+020S+2.50E+1,60H 1 15.42 15.00 -3.79 3.79 0.32 1.00 13.99 Vu<PhiVG2 lot Reqd 9.6. 14.0 0.0 0.0 Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k -ft ) Segment Span # alone Beam Mu : Max Phi*Mnx Stress Ratio Span # 1 - 1 15.500 12.37 41.16 0.30 +1.40D+1,60H Span # 1 1 15.500 9.14 41.16 0.22 Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: Grade beam at patio along Grid - C Load Combination Location (ft) Bending Stress Results ( k -ft ) Segment Span # along Beam Mu: Max Phi'Mnx Stress Ratio +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 15.500 7.84 41.16 0.19 +1.20D+1.60L+0.50S+1.60H Span # 1 1 15.500 7.84 41.16 0.19 +1.20D+1.60Lr+L+1.60H Span # 1 1 15.500 7.84 41.16 0.19 +1.20D+1.60Lr+0.50W+1.60 H Span # 1 1 15.500 7.84 41.16 0.19 +1.20D+L+1.605+1.60H Span # 1 1 15.500 7.84 41.16 0.19 +1.20D+1.60S+0.50W+1.60H Span # 1 1 15.500 7.84 41.16 0.19 +1.20D+0.50Lr+L+W+1.60H Span # 1 1 15.500 7.84 41.16 0.19 +1.20D+L+0.50S+W+1.60H Span # 1 1 15.500 7.84 41.16 0.19 +0.90D+W+1.60H Span # 1 1 15.500 5.88 41.16 0.14 +1.491 D+L+0.20S+2.50E+1.60H Span # 1 1 15.500 12.37 41.16 0.30 +0.6092D+2.50E+0.90H Span # 1 1 15.500 9.97 41.16 0.24 Overall Maximum Deflections Load Combination Span Max."-" Deft (in) Location in Span (ft) Load Combination Max. "+" Deft (in) L +D+0.70E+0.60H 1 0.0156 7.242 0.0000 33 (ft) 34 Diaphragm Calcs - Patio Total Diaphragm Area = Total Diaphragm Shear at Current Level = 3208 ft 18.68 kips (from EnerCalc Seismic Base Shear output) Consider the remodeled area: For Patio Diaphragm Dimension(longitudinal'L'xtransverse'T'): 19 ft x 17 ft Diaphragm of interest Area = 315.84 ftZ Include Multiply Factor = 0.7 (ASD) Diaphragm shear V = 1287.383 lbs Longitudinal: Diaphragm Shear at Support 1= 1/2 x V / L= 34.2389 plf Diaphragm Shear at Support 2 = 1/2 x V / L = 34.2389 plf Maximum Chord Force = (1/8 x V x T) / L = 143.8034 lbs Transverse: Diaphragm Shear at Support 1 = 1/2 x V / T = 38.31496 plf Diaphragm Shear at Support 2 = 1/2 x V / T = 38.31496 plf Maximum Chord Force = (1/8 x V x L) / T = 180.0803 lbs Diaphragm shear capacity is 180 plf Top plate splice called on plan is 1C/SD2 along T direction (capacity is 3845 lbs), and 1B/SD2 along L direction (capacity is 2535 lbs) Therefore the diaphragm is sufficient. n 35 Diaphragm Calcs - ADU Total Diaphragm Area = Total Diaphragm Shear at Current Level = 3208 ft2 18.68 kips (from EnerCalc Seismic Base Shear output) Consider the remodeled area: For ADU Diaphragm Dimension (longitudinal 'L' x transverse 'T'): 18 ft x 16 ft Diaphragm of interest Area = 277.68 ft2 Include Multiply Factor = 0.7 (ASD) Diaphragm shear V = 1131.84 lbs Longitudinal: Diaphragm Shear at Support 1= 1/2 x V / L= 31.79327 plf Diaphragm Shear at Support 2 = 1/2 x V / L = 31.79327 plf Maximum Chord Force = (1/8 x V x T) / L = 123.9937 lbs Transverse: Diaphragm Shear at Support 1= 1/2 x V / T = 36.27693 plf Diaphragm Shear at Support 2 = 1/2 x V / T = 36.27693 plf Maximum Chord Force = (1/8 x V x L) / T = 161.4324 lbs Diaphragm shear capacity is 180 plf Top plate splice called on plan is 1C/SD2 along T direction (capacity is 3845 lbs), and 1B/SD2 along L direction (capacity is 2535 lbs) Therefore the diaphragm is sufficient. Ll SALEMEngineering Group, Inc. GEOTECHNICAL ENGINEERING INVESTIGATION PROPOSED ADDITION TO THORP RESIDENCE 518 SAN BERNARDINO AVENUE NEWPORT BEACH, CALIFORNIA PREPARED FOR: MR. STEPHEN K. THORP 518 SAN BERNARDINO AVENUE NEWPORT BEACH, CA 92663 Prepared by: psi SALEM Engineering Group, Inc. 11650 Mission Park Drive, Suite 108 Rancho Cucamonga, California 91730 (909) 980-6455 Job No. 3-211-1082 December 31, 2011 ow40r'14s( APR 2 2 2021 �bgy • Materials Test*} 11650 Mission Park Dr., #108 0 Rancho Cucamonga, CA 91730 9(909) 980-6455 9 Fax (909) 980-6435 k 61SALEMEngineering Group, Inc. December 31, 2011 Mr. Stephen K. Thorp 518 San Bernardino Avenue Newport Beach, CA 92663 RE: Geotechnical Engineering Investigation Proposed Addition to Thorp Residence 518 San Bernardino Avenue Newport Beach, California Dear Mr. Thorp: Job No. 3-211-1082 At your request and authorization, SALEM Engineering Group, Inc. (SALEM) has prepared this Geotechnical Engineering Investigation for the site of the Proposed Addition located at 518 San Bernardino Avenue in Newport Beach, California. We appreciate the opportunity to assist you with this project. Should you have questions regarding this report or need additional information, please contact the undersigned at (909) 980-6455. Respectfully submitted, SALEM Engineering Group, Inc. J R. Sammy Salem, MS, PE, GE, REA Principal Engineer RCE 52762 / RGE 2549 Distribution: 3 copies - Addressee oy-'=y Materials Testi 4055 West Shaw Avenue, Suite 110 • Fresno, CA 93722 • (559) 271-9700 • Fax (559) 275-0827 2321 Perseus Court • Bakersfield, CA 93308 • (661) 393-9711 • Fax (661) 393-9710 11650 Mission Park Dr., #108 • Rancho Cucamonga, CA 91730 •(909) 980-6455 • Fax (909) 980-6435 3850 North Wilcox Road, Suite F • Stockton, CA 95215 • (209) 931-2226 • Fax (209) 931-2227 TABLE OF CONTENTS 1.0 INTRODUCTION..............................................................................................................1 2.0 PROJECT DESCRIPTION.................................................................................................1 3.0 SITE LOCATIONS AND DESCRIPTION........................................................................2 4.0 GEOLOGIC/SEISMIC CONDITIONS.............................................................................2 5.0 PURPOSE AND SCOPE.....................................................................................................2 6.0 FIELD EXPLORATION....................................................................................................3 7.0 LABORATORY TESTING.................................................................................................3 8.0 SOIL AND GROUNDWATER CONDITIONS................................................................3 9.0 SOIL LIQUEFACTION AND SEISMIC SETTLEMENT.................................................4 10.0 CONCLUSIONS AND RECOMMENDATIONS..............................................................4 10.1 Groundwater Influence on Structures/Construction..................................................................................5 10.2 Wet Soil Treatment for Earthwork Construction.......................................................................................5 10.3 Site Preparation.........................................................................................................................................6 10.4 Overexcavation and Recompaction...........................................................................................................6 10.5 Fill Placement and Compaction.................................................................................................................7 10.6 Surface Drainage Control..........................................................................................................................8 10.7 Temporary Excavation Stability.................................................................................................................8 10.8 Foundations..............................................................................................................................................9 10.9 Concrete Slabs-on-Grade..........................................................................................................................9 10.10 Lateral Earth Pressures and Frictional Resistance....................................................................................10 10.11 Retaining Walls........................................................................................................................................ 11 10.12 Utility Pipe Bedding and Backfilling......................................................................................................... 11 10.13 Site Coefficient........................................................................................................................................12 11.0 PLAN REVIEW, CONSTRUCTION OBSERVATIONS AND TESTING.....................12 12.0 CHANGED CONDITIONS.............................................................................................13 SITEPLAN............................................................................................................................................Figure 1 FIELD AND LABORATORY INVESTIGATIONS............................................................Appendix A GENERAL EARTHWORK /PAVEMENT SPECIFICATIONS ......................................Appendix B LISALEMEngineering Group, Inc. GEOTECHNICAL ENGINEERING INVESTIGATION PROPOSED ADDITION TO THORP RESIDENCE 518 SAN BERNARDINO AVENUE NEWPORT BEACH, CALIFORNIA 1.0 INTRODUCTION This report presents the results of our Geotechnical Engineering Investigation for the site of the Proposed Addition at 518 San Bernardino Avenue in Newport Beach, California. The investigation included a field exploration program of drilling a total of three (3) test borings to depths of approximately 5 to 11 feet below the existing ground surface, the collection of intact and bulk soil samples, and a variety of laboratory tests to supplement the field data. Discussions regarding site conditions are presented herein, together with conclusions and recommendations pertaining to site preparation, Engineered Fill, utility trench backfill, drainage and landscaping, foundations, concrete floor slabs and exterior flatwork, retaining walls, soil liquefaction, and seismic -induced settlement. The location of the test boxings are shown on the Site Plan, following the text of the report. The results of the field exploration and laboratory test data are included in Appendix "A". General Earthwork Specifications are presented in Appendix "B". If conflicts in the text of the report occur with the specifications in the appendices, the recommendations in the text of the report have precedence. 2.0 PROJECT DESCRIPTION We understand that design of the proposed development is currently underway; structural load information and other final details pertaining to the structures are unavailable. On a preliminary basis, it is understood that the development will include construction of an approximately 671 square -foot addition to an existing single story home and an approximately 885 square -foot detached garage. A grading plan for the site was not available at the time of preparation of this report. As the existing building pad is essentially level, we anticipate that cuts and fills during earthwork will be minimal and limited to providing a level building pad and positive site drainage. In the event that changes occur in the nature or design of the project, the conclusions and recommendations contained in this report will not be considered valid unless the changes are reviewed and the conclusions of our report are modified. 4055 West Shaw Avenue, Suite 110 • Fresno, CA 93722 • (559) 271-9700 • Fax (559) 275-082, 2321 Perseus Court a Bakersfield, CA 93308 • (661) 393-9711 a Fax (661) 393-9710 11650 Mission Park Dr., #108 • Rancho Cucamonga, CA 91730 •(909) 980-6455 • Fax (909) 980-6435 3850 North Wilcox Road, Suite F e Stockton, CA 95215 • (209) 931-2226 • Fax (209) 931-2227 3.0 SITE LOCATIONS AND DESCRIPTION The subject site is rectangular in shape and encompasses approximately 4.305 square feet. The site is located at 518 San Bernardino Avenue in the City of Newport Beach, California. The site is predominantly surrounded by residential developments. Presently, the site is occupied by a single family home with a 956 square -foot single story house. The site is relatively level with no major changes in grade. The average elevation of the site is approximately 93 feet above mean sea level. 4.0 GEOLOGIC/SEISMIC CONDITIONS The subject site is located within the Santa Fe Springs Plain sub -area of the Central Basin of the Los Angeles Coastal Plain, within the Peninsular Ranges Geomorphic Province of California. The Los Angeles Coastal Plain is situated between the Santa Monica Mountains to the northwest, the San Gabriel Mountains to the northeast, the Santa Ana Mountains to the east, and the Pacific Ocean to the west and south. The subject site is located on the flood plain of the Newport Bay area and is underlain by alluvial sediments of Holocene and late Pleistocene age. These deposits are generally fine to coarse grained, consisting primarily of mixtures of silts and sands. Based on the Seismic Hazard Zone Report 03, Newport Beach Quadrangle, Open -File Report 97-08, Plate 1.2, the historically highest groundwater is at a depth of more than 30 below ground surface. Deposits encountered on the subject site during exploratory drilling are discussed in detail in this report. Numerous moderate to large earthquakes have affected the area of the subject site within historic time. Based on the proximity of several dominant active faults and seismogenic structures, as well as the historic seismic record, the area of the subject site is considered subject to relatively high seismicity. The nearest significant active fault is the Newport — Inglewood (L.A. Basin) Fault which is located approximately 1.7 kilometers to the site. Because of the proximity to the subject site and the maximum probable events for these faults, it appears that a maximum probable event along these fault zones could produce a peak horizontal ground acceleration of approximately 0.4248 (10% probability of being exceeded in 50 years). With respect to this hazard, the site is comparable to others in this general area within similar geologic settings. The area in consideration shows no mapped faults on-site according to maps prepared by the California Division of Mines and Geology (now known as the California Geologic Survey) and published by the International Conference of Building Officials (ICBG). No evidence of surface faulting was observed on the property during our reconnaissance. Soils on site are classified as Site Class D in accordance with Chapter 16 of the International Building Code (IBC). The proposed structures are determined to be in Seismic Design Category D. 5.0 PURPOSE AND SCOPE The purpose of this investigation is to evaluate the subsurface conditions encountered during field exploration and to provide geotechnical engineering recommendations for site preparation, earthwork procedures, and foundation and slab system design parameters. The scope of our investigation included a program of field exploration, laboratory testing, engineering analysis and preparation of this report. Job No. 3-211-1082 2 6.0 FIELD EXPLORATION Our field exploration consisted of site surface reconnaissance and subsurface exploration. The exploratory test borings (B-1 through B-3) were drilled on December 28, 2011 within the proposed building areas at the approximate locations shown on Figure 1, Site Plan. The test borings were advanced with a 4 -inch diameter hand auger. The test borings were extended to depths of approximately 5 to 11 feet below the existing grade. The materials encountered in the test borings were visually classified in the field, and logs were recorded by a Professional Engineer at that time. Visual classification of the materials encountered in the test borings was generally made in accordance with the Unified Soil Classification System (ASTM D2487). A soil classification chart and key to sampling is presented on the Unified Soil Classification Chart, in Appendix "A". The logs of the test borings are presented in Appendix "A". Soil samples were obtained from the test borings at the depths shown on the logs of borings. The samples were recovered and capped at both ends to preserve the samples at their natural moisture content. At the completion of drilling and sampling, the test borings were backfilled with soil cuttings. 7.0 LABORATORY TESTING Laboratory tests were performed on selected soil samples to evaluate their physical characteristics and engineering properties. The laboratory testing program was formulated with emphasis on the evaluation of natural moisture, density, shear strength, expansion potential, and gradation of the materials encountered. Details of the laboratory test program and the results of laboratory test are summarized in Appendix "A". This information, along with the field observations, was used to prepare the final boring logs in Appendix "A" 8.0 SOIL AND GROUNDWATER CONDITIONS Based on our findings, the subsurface conditions encountered appear typical of those found in the geologic region of the site. In general, the soils within the depth of exploration consisted of medium stiff silty clay and medium dense silty sand. Fill materials may be present onsite between our test boring locations. Verification of the extent of fill should be determined during site grading. Any undocumented fill materials encountered during construction should be replaced with Engineered Fill. Prior to fill placement, Salem Engineering Group, Inc. should inspect the bottom of the excavation to verify no additional excavation will be required. The soils were classified in the field during the drilling and sampling operations. The stratification lines were approximated by the field engineer on the basis of observations made at the time of drilling. The actual boundaries between different soil types may be gradual and soil conditions may vary. For a more detailed description of the materials encountered, the Boring Logs (Figures A-1 through A-3, in Appendix "A") should be consulted. The Boring Logs include the soil type, color, moisture content, dry density, and the applicable Unified Soil Classification System symbol. The locations of the test borings were determined by measuring from features shown on the Site Plan, provided to us. Hence, accuracy can be implied only to the degree that this method warrants. Job No. 3-211-1082 3 M Test boring locations were checked for the presence of groundwater during and after the drilling operations. Free groundwater was not encountered in our boxings during this time of investigation. Based on the Open - File Report 97-08, the historicallydrighest groundwater table is more than 30 feet below ground surface. It should be recognized that water table elevations may fluctuate with time, being dependent upon seasonal precipitation, irrigation, land use, and climatic conditions as well as other factors. Therefore, water level observations at the time of the field investigation may vary from those encountered during the construction phase of the project. The evaluation of such factors is beyond the scope of this report. 9.0 SOIL LIQUEFACTION AND SEISMIC SETTLEMENT Soil liquefaction is a state of soil particles suspension caused by a complete loss of strength when the effective stress drops to zero. Liquefaction normally occurs under saturated conditions in soils such as sand in which the strength is purely frictional. However, liquefaction has occurred in soils other than clean sand. Liquefaction usually occurs under vibratory conditions such as those induced by seismic events. To evaluate the liquefaction potential of the site, the following items were evaluated: ❑ Soil type ❑ Groundwater depth ❑ Relative density Initial confining pressure ❑ Intensity and duration of ground shaking The soils encountered in our borings on the project site consisted predominately of medium stiff silty clay and medium dense silty sand. Low to very low cohesion strength is associated with the sandy soil. The historically highest groundwater is estimated to be at a depth of more than 30 feet below ground surface based on the Seismic Hazard Zone Report 03, Newport Beach 7.5 -Minute Quadrangle, Plate 1.2 (Open -File Report 97-08). The potential for liquefaction is considered to be low based on the absence of shallow groundwater. In accordance with the State of California, Seismic Hazard Zones Map, Newport Beach Quadrangle, Released April 17, 1997 the site is not located within the potential liquefaction zone. Therefore, no mitigation measures are warranted. 10.0 CONCLUSIONS AND RECOMMENDATIONS Based upon the data collected during this investigation, and from a geotechnical engineering standpoint, it is our opinion that the site is suitable for the proposed construction. Any proposed buildings or structures may be supported on shallow reinforced concrete foundations provided that the recommendations presented herein are incorporated in the design and construction of the project. Presently, the site is occupied with a building and associated improvements. Buried structures encountered during construction should be properly removed and the resulting excavations backfilled with Engineered Fill. It is suspected that possible demolition activities of the existing structures may disturb the upper soils. After demolition activities, it is recommended that disturbed soils be removed and/or recompacted. Fill soils may be present onsite between our test boring locations. Any uncompacted fill materials will not be suitable to support any future structures and should be replaced with Engineered Fill. Prior to fill placement, Salem Engineering Group, Inc. should inspect the bottom of the excavation to verify no additional excavation will be required. Job No. 3-211-1082 4 1 The upper soils within the project site are identified as silty sand with clay. These soils exhibit a moderately high swell potential and are subject to volumetric changes if moisture contents vary. To minimize the potential soil movement, it is recommended that the upper 18 inches of soil within the concrete slab and exterior flatwork areas be replaced with "non -expansive" soils (with EI:520). As an alternative to the replacement of "non -expansive" soils, the non-structural slab -on -grade should be a minimum of 5 inches thick and reinforced with a No. 4 reinforcing bar placed on 12 -inch centers and underlain by a minimum of six (6) inches of compacted granular clean aggregate base material conforming to ASTM D-2940-03. The subgrade soil should also be moisture conditioned to 3 to 4 percent over the optimum moisture content during recompaction. The shrinkage of recompacted soil and fill placement is estimated at 4 to 10 percent. This value is an estimate and may vary significantly depending on soil conditions, compaction effort, weather, etc. Detailed geotechnical engineering recommendations are presented in the remaining portions of the text. The recommendations are based on the properties of the materials identified during our investigation. 10.1 Groundwater Influence on Structures/Construction Based on our findings and historical records, it is not anticipated that groundwater will rise within the zone of structural influence or affect the construction of foundations and slabs for the project. However, if earthwork is performed during or soon after periods of precipitation, the subgrade soils may become saturated, "pump," or not respond to densification techniques. Typical remedial measures include: discing and aerating the soil during dry weather; mixing the soil with dryer materials; removing and replacing the soil with an approved fill material; or mixing the soil with an approved lime or cement product. Our firm should be consulted prior to implementing remedial measures to observe the unstable subgrade conditions and provide appropriate recommendations. 10.2 Wet Soil Treatment for Earthwork Construction The upper clayey soils are wet due to the absorption characteristics of the soil. The wet soils will become non conducive to site grading as the upper soils yield under the weight of the construction equipment. Therefore, mitigation measures should be performed for stabilization. Typical remedial measures include: discing and aerating the soil during dry weather; mixing the soil with dryer materials; removing and replacing the soil with an approved fill material or placement of crushed rocks or aggregate base material; or mixing the soil with an approved lime or cement product. Our firm should be consulted prior to implementing remedial measures to provide appropriate recommendations. The most common remedial measure of stabilizing the bottom of the excavation due to wet soil condition is to reduce the moisture of the soil to near the optimum moisture content by having the subgrade soils scarified and aerated or mixed with drier soils prior to compacting. However, the drying process may require an extended period of time and delay the construction operation. To expedite the stabilizing process, crushed rock may be utilized for stabilization provided this method is approved by the owner for the cost purpose. Job No. 3-211-1082 5 If the use of crushed rock is considered, it is recommended that the upper soft and wet soils be replaced by 6 to 24 inches of to 1 -inch crushed rocks. The thickness of the rock layer depends on the severity of the soil instability. The recommended 6 to 24 inches of crushed rock material will provide a stable platform. It is further recommended that lighter compaction equipments be utilized for compacting the crushed rock. A layer of geofabric is recommended to be placed on top of the compacted crushed rock to minimize migration of soil particles into the voids of the crushed rock, resulting in soil movement. Although it is not required, the use of geogrid (e.g. Tensar BX 1100 or TX 140) below the crushed rock will enhance stability and reduce the required thickness of crushed rock necessary for stabilization. 10.3 Site Preparation General site clearing should include removal of vegetation, organic materials, and existing utilities, structures, trees and associated root systems, rubble, rubbish, and any loose and/or saturated materials. Site stripping should extend to a minimum depth of 2 to 4 inches, or until all organics in excess of 3 percent by volume are removed. Deeper stripping may be required in localized areas. These materials will not be suitable for reuse as Engineered Fill. However, stripped topsoil may be stockpiled and reused in landscape or non-structural areas with the approval of the owner and landscaper. Any excavations that result from clearing operations should be backfilled with Engineered Fill. Our field staff should be present during site clearing operations to enable us to locate areas where depressions or disturb soils are present and to allow our staff to observe and test the backfill as it is placed. If site clearing and backfilling operations occur without appropriate observation and testing by a qualified geotechnical consultant, there may be the need to over -excavate the building area to identify uncontrolled fills prior to mass grading of the building pad. As with site clearing operations, any buried structures encountered daring construction should be properly removed and backfilled. The resulting excavations should be backfilled with Engineered Fill. 10.4 Overexcavation and Recompaction The upper soils within the project site are identified as silty sand with clay. These soils exhibit a moderately high swell potential and are subject to volumetric changes if moisture contents vary. To minimize the potential soil movement, it is recommended that the upper 18 inches of soil within the concrete slab and exterior flatwork areas be replaced with "non -expansive" soils (with EI520). As an alternative to the replacement of "non -expansive" soils, the non-structural slab -on -grade should be a minimum of 5 inches thick and reinforced with a No. 4 reinforcing bar placed on 12 -inch centers and underlain by a minimum of six (6) inches of compacted granular clean aggregate base material conforming to ASTM D-2940-03. The subgrade soil should also be moisture conditioned to 3 to 4 percent over the optimum moisture content during recompaction. Prior to placement of fill soils, the upper 8 inches of native subgrade soils should be scarified, moisture - conditioned to no less than the optimum moisture content, and recompacted to a minimum of 90 percent of the maximum dry density based on ASTM D1557-07 Test Method. Any undocumented fill materials encountered during grading should be removed and replaced with engineered fill. The actual depth of the overexcavation and recompaction should be determined by our field representative during construction. Job No. 3-211-1082 6 61 10.5 Fill Placement and Compaction The upper organic -free, on-site, native soils are predominately silty clay and silty sand. The test results indicate that clayey soils have an expansion potential of moderately high. It is recommended that the upper 18 inches of soil within the building slab and exterior flatwork areas be replaced with "non -expansive" fill of silty sand or sandy silt with an Expansion Index equal to or less than 20. The replacement soils should extend 3 feet beyond the perimeter of the building when applicable. The exposed native soils in the excavation should not be allowed to dry out and should be kept continuously moist prior to backfilling. The soils with an EI greater than 20 (EI>20) may be placed below a depth of 18 inches within the building pad and exterior flatwork areas or in the parking and non-structural areas. As an alternative to the replacement of "non -expansive" soils, the non-structural slab -on -grade should be a minimum of 5 inches thick and reinforced with a No. 4 reinforcing bar placed on 12 -inch centers and underlain by a minimum of six (6) inches of compacted granular clean aggregate base material conforming to ASTM D-2940-03. The subgrade soil should also be moisture conditioned to 3 to 4 percent over the optimum moisture content during recompaction. Where "non -expansive" is required to aid in mitigating the effects of expansive soils, the materials should be primarily granular, slightly cohesive, fine silty sand or sandy silt, with relatively impervious characteristics when compacted. All Imported Fill material should be submitted to the Soils Engineer for approval at least 48 hours prior to delivery at the site. The preferred materials specified for engineered fill are suitable for most applications with the exception of exposure to erosion. Project site winterization and protection of exposed soils during the construction phase should be the sole responsibility of the Contractor, since he has complete control of the project site. Imported non -expansive non -corrosive fill should consist of a well -graded, slightly cohesive silty fine sand or sandy silt, with relatively impervious characteristics when compacted. This material should be approved by the Engineer prior to use and should typically possess the following characteristics: Maximum Percent Passing No. 200 Sieve 50 Minimum Percent Passing No. 200 Sieve 20 Maximum Particle Size 3 inches Maximum Plasticity Index 12 Maximum UBC Standard 29-2 Expansion Index 20 Prior to placement of fill soils, the upper 8 inches of native subgrade soils should be scarified, moisture - conditioned to no less than the optimum moisture content, and recompacted to a minimum of 90 percent of the maximum dry density based on ASTM D1557-07 Test Method. Fill soils should be placed in lifts approximately 6 to 8 inches thick, moisture -conditioned to near the optimum moisture content and compacted to achieve at least 90 percent of the maximum dry density as determined by ASTM D1557-07. Additional lifts should not be placed if the previous lift did not meet the required dry density or if soil conditions are not stable. Job No. 3-211-1082 7 10.6 Surface Drainage Control The ground immediately adjacent to the foundation shall be sloped away from the building at a slope of not less than 5 percent for a minimum distance of 10 feet. Impervious surfaces within 10 feet of the building foundation shall be sloped a minimum of 2 percent away from the building and drainage gradients maintained to carry all surface water to collection facilities and off site. These grades should be maintained for the life of the project. Roof drains should be installed with appropriate downspout extensions out -falling on splash blocks so as to direct water a minimum of 5 feet away from the structures or be connected to the storm drain system for the development. "10.7 Temporary Excavation Stability ;r Temporary excavations planned for the construction of the proposed building and other associated underground structures may be excavated, according to the accepted engineering practice following Occupational Safety and Health Administration (OSHA) standards by a contractor experienced in such work. Open, unbraced excavations in undisturbed soils should be made according to the table below. Itecommeaded Excavation $lopes Depth of Excavation (ft) Slope (Horizontal:Vertical) 0-5 1:1 5-10 2:1 If, due to cspacei limitation, excavations near existing structures_ are_ performed in a vertical position, braced ghorings or shields may be used for supporting vertical excavations, Therefore, in order to comply with the local and state safety regulations, a properly designed and installed shoring system would be requited to accomplish planned excavations and installation. A Specialty Shoring Contractor should be responsible for the design and installation of such a shoring system during construction. Braced shorings should be designed for a maximum pressure distribution of 35H, (where H is the depth of the excavation in feet). The foregoing does not include excess hydrostatic pressure or surcharge loading. Fifty percent of any surcharge load, such as construction equipment weight, should be added to the lateral load given herein. Equipment traffic should concurrently be limited to an area at least 3 feet from the shoring face or edge of the slope. The excavation and shoring recommendations provided herein are based on soil characteristics derived from the test borings within the area. Variations in soil conditions will likely be encountered during the excavations. SALEM Engineering Group, Inc. should be afforded the opportunity to provide field review to evaluate the actual conditions and account for field condition variations not otherwise anticipated in the preparation of this recommendation. Slope height, slope inclination, or excavation depth should in no case exceed those specified in local, state, or federal safety regulation, (e.g. OSHA) standards for excavations, 29 CFR part 1926, or Assessor's regulations. Job No. 3-211-1082 8 61 10.8 Foundations' 1 Bearing wall footings considered for the structure should be continuous with a minimum width -of -12 -inches) and extend to a minimum depth of 18 inches below the lowest adjacent grade. Isolated column footings; should haves minimum width of 18 inches and extend a minimum depth of 18 inches below the lowest adjacent grade.? Lowest adjacent grade is defined herein as sub -slab soil grade or exterior grade, whichever is lower. New footings adjacent to the existing buildings should not be embedded shallower than the existing footings. The footing bottom should be firm and unyielding. Additional compaction will be required if soft or disturbed soils are present in the footing bottom. Footing concrete should be placed into a neat excavation. The bottom of footing excavations should be maintained free of loose and disturbed soil. It's recommended any permanent connections between the proposed structures and the existing buildings be made after primary structures loads are applied to the new structure foundations. Footings constructed as recommended herein may be designed for the maximum bearing capacity shown below. Load Allowable Loading Dead Load Only 1,500 psf Dead -Plus -Live Load 1,000 psf- Total Load, Including Wind or Seismic Loads 2,660 psf - For design purposes, total settlement due to static loading on the order of/z to 3/4 inch may be assumed for shallow foundations. Differential settlement due to static loading, along a 20 -foot exterior wall footing or between adjoining column footings, should be 'A to '/z inch, producing an angular distortion of 0.002. Most of the settlement is expected to occur during construction as the loads are applied. However, additional post - construction settlement may occur if the foundation soils are flooded or saturated. The footing excavations should not be allowed to dry out any time prior to pouring concrete. Resistance to lateral footing displacement can be computed using an allowable friction factor of 0.25 acting between the base of foundations and the supporting subgrade. Lateral resistance for footings can alternatively be developed using an allowable equivalent fluid passive pressure of 250 pounds per cubic foot acting against the appropriate vertical footing faces. The frictional and passive resistance of the soil may be combined without reduction in determining the total lateral resistance. 10.9 Concrete Slabs -on -Grade Slabs subject to structural loading may be designed utilizing a modulus of subgrade reaction K of 100 pounds per square inch per inch. The K value was approximated based on inter -relationship of soil classification and bearing values (Portland Cement Association, Rocky Mountain Northwest). Interior Building Slab -on -Grade It's recommended the non-structural slabs -on -grade be a minimum of 4 inches thick and reinforced with a` No. 3 reinforcing bar placed on 18 -inch center. In order to regulate cracking of the slabs, we recommend that construction joints or control joints be provided at a maximum spacing of 15 feet in each direction for 5 - inch thick slabs and 12 feet for 4 -inch thick slabs. Control joints should have a minimum depth of one- quarter of the slab thickness. Job No. 3-211-1082 9 61 The maximum water-cementitious ratio of the concrete should be 0.45. In areas where it is desired to reduce floor dampness where moisture -sensitive coverings are anticipated, construction should have a suitable waterproof vapor retarder (a minimum of 15 mils thick polyethylene vapor retarder sheeting, Raven Industries "VaporBlock 15, Stego Industries 15 mil "Stego WrapTPA' or W.R. Meadows Sealtight 15 mil "Perminator®'� incorporated into the floor slab design. The water vapor retarder should be decay resistant material complying with ASTM E96 not exceeding 0.04 perms, ASTM E154 and ASTM E1745 Class A. The water vapor retarder (vapor barrier) should be installed in accordance with ASTM Specification E 1643-94. Because of the importance of the membrane, joints and perforations should be properly sealed. The vapor barrier should be underlain by six (6) inches of compacted granular dean aggregate base material conforming to ASTM D-2940-03 with at least 95 percent passing a V/2 -inch sieve and not more than 8% passing a No. 200 sieve to prevent capillary moisture rise. The aggregate base should be moisture - conditioned as necessary, and compacted to a minimum of 95 percent of maximum density based on ASTM Test Method D1557-07. The subgrade should be kept in a moist condition until time of slab placement. The concrete maybe placed directly on vapor retarder. The vapor retarder should be inspected prior to concrete placement. Cut or punctured retarder should be repaired using vapor retarder material lapped 6 inches beyond damaged areas and taped. Exterior Concrete Sidewalk and Flatwork It's recommended the exterior non-structural concrete slab be a minimum of 4 inches thick and reinforced with 6x6-6/6 welded wire fabric (WWF) at mid -height to minimize potential cracking. The maximum spacing of construction joints should be 12 feet. The subgrade soil should also be moisture conditioned to near the optimum moisture content and compacted to a minimum compaction of 90 percent. The maximum water-cementitious ratio of the concrete should be 0.50. The exterior slabs should be poured separately from the building in order to act independently of the walls and foundation system. Exterior finish grades should be sloped at a minimum of 1 to 1'/z percent away from all interior slab areas to preclude ponding of water adjacent to the structures. All fills required to bring the building pads to grade should be Engineered Fills. 10:10 Lateral Earth Pressures and Frictional Resistance, Active, at -rest and passive unit lateral earth pressures against footings and walls are presented below: Lateral Pressure Conditions Equivalent Fluid Pressure, pcf Active Pressure, Drained 55 At -Rest Pressure, Drained 75 Passive Pressure 250 Active pressure applies to walls, which are free to rotate. At -rest pressure applies to walls, which are restrained against rotation. The preceding lateral earth pressures assume sufficient drainage behind retaining walls to prevent the build-up of hydrostatic pressure. The top one -foot of adjacent subgrade should be deleted from the passive pressure computation. A coefficient of friction of 0.25 may be used between soil subgrade and footings or slabs. Job No. 3-211-1082 10 The foregoing values of lateral earth pressures and frictional coefficients represent ultimate soil values and a safety factor consistent with the design conditions should be included in their usage. For stability against lateral sliding, which is resisted solely by the passive pressure, we recommend a minimum safety factor of 1.5. For stability against lateral sliding, which is resisted by the combined passive and frictional resistance, a minimum safety factor of 2.0 is recommended. For lateral stability against seismic loading conditions, we recommend a minimum safety factor of 1.1. 10.11 Retaining Walls Retaining and/or below grade walls should be drained with either perforated pipe encased in free -draining gravel or a prefabricated drainage system. The gravel zone should have a minimum width of 12 inches wide and should extend upward to within 12 inches of the top of the wall. The upper 12 inches of backfill should consist of native soils, concrete, asphaltic -concrete or other suitable backfill to minimize surface drainage into the wall drain system. The aggregate should be washed, evenly graded mixture of crushed stone, or crushed or uncrushed gravel, and should conform to ASTM D448, Size 57, with 100 percent passing a 1'/2 -inch sieve and not more than 5 percent passing a No. 4 sieve. Prefabricated drainage systems, such as Miradrain®, Enkadrain®, or an equivalent substitute, are acceptable alternatives in lieu of gravel provided they are installed in accordance with the manufacturers' recommendations. If a prefabricated drainage system is proposed, our firm should review the system for final acceptance prior to installation. Drainage pipes should be placed with perforations down and should discharge in a non-erosive manner away from foundations and other improvements. The top of the perforated pipe should be placed at or below the bottom of the adjacent floor slab or pavements. The pipe should be placed in the center line of the drainage blanket and should have a minimum diameter of 4 inches. Slots should be no wider than 1/8 -inch in diameter, while perforations should be no more than '/4 -inch in diameter. If retaining walls are less than 6 feet in height, the perforated pipe may be omitted in lieu of weep holes on 4 feet maximum spacing. The weep holes should consist of 4 -inch diameter holes (concrete walls) or unmortared head joints (masonry walls) and placed no higher than 18 inches above the lowest adjacent grade. Two 8 -inch square overlapping patches of geotextile fabric (conforming to Section 88-1.03 of the CalTrans Standard Specifications for "edge drains") should be affixed to the rear wall opening of each weep hole to retard soil piping. During grading and backfilling operations adjacent to any walls, heavy equipment should not be allowed to operate within a lateral distance of 5 feet from the wall, or within a lateral distance equal to the wall height, whichever is greater, to avoid developing excessive lateral pressures. Within this zone, only hand operated equipment ("whackers," vibratory plates, or pneumatic compactors) should be used to compact the backfill soils. 10.12 Utility Pipe Bedding and Backfilling Utility trenches should be excavated according to accepted engineering practice following OSHA (Occupational Safety and Health Administration) standards by a contractor experienced in such work. The responsibility for the safety of open trenches should be borne by the contractor. Traffic and vibration adjacent to trench walls should be minimized; cyclic wetting and drying of excavation side slopes should be avoided. Depending upon the location and depth of some utility trenches, groundwater flow into open excavations could be experienced; especially during or following periods of precipitation. Job No. 3-211-1082 11 Sandy soil conditions were encountered at the site. These cohesionless soils have a tendency to cave in trench wall excavations. Shoring or sloping back trench sidewalls may be required within these sandy soils. Utility trench backfill should be compacted to at least 90 percent of maximum density based on ASTM D1557-07 Test Method. Pipe bedding should be in accordance with pipe manufacturer recommendations. The contractor is responsible for removing all water -sensitive soils from the trench regardless of the backfill location and compaction requirements. The contractor should use appropriate equipment and methods to avoid damage to the utilities and/or structures during fill placement and compaction. 10.13 Site Coefficient For seismic design of the structures, and in accordance with the seismic provisions of the California Building Code (CBC), our recommended parameters are shown below. These parameters are based on Probabilistic Ground Motion of 2% Probability of Exceedance in 50 years. The Site Class was determined based on the results of field exploration as documented in the above -referenced geotechnical report. Seismic Item Symbol Value CBC Site Coordinates (Datum = NAD 83) 33.62585 Lat -117.9207 Lon Site Class SC D Table 1615.5.2 Soil Profile Name SP Stiff Soil Table 1615.5.2 Mapped Spectral Acceleration Short period - 0.2 sec Ss 1.818 g Figure 1613.5* Mapped Spectral Acceleration 1.0 sec.period) S, 0.678 g Figure 1613.5* Site Class Modified Site Coefficient Fa 1.0 1.2 Table 1613.5.3(1) Site Class Modified Site Coefficient F,, 1.5 Table 1613.5.3(2) MCE Spectral Response Acceleration Short period - 0.2 sec SMs = F, Ss SMs 1.818 g Equation 16-36 MCE Spectral Response Acceleration (1.0 sec. period) SMl = F, S1 SMl 1.017 g Equation 16-37 Design Spectral Response Acceleration SDs=3aSMS short period - 0.2 sec SDs 1.212 g Equation 16-38 Design Spectral Response Acceleration SDI=�5SMi 1.0 sec.period) Sul 0.678 g Equation 16-39 11.0 PLAN REVIEW, CONSTRUCTION OBSERVATIONS AND TESTING We recommend that a review of plans and specifications with regard to foundations, and earthwork be completed by SALEM Engineering Group, Inc. (SALEM) prior to construction bidding. SALEM should be present at the site during site preparation to observe site clearing, preparation of exposed surfaces after clearing, and placement, treatment and compaction of fill material. SALEM's observations should be supplemented with periodic compaction tests to establish substantial conformance with these recommendations. Moisture content of the building pad (footings and slab subgrade) should be tested immediately prior to concrete placement. Job No. 3-211-1082 12 SALEM should observe foundation excavations prior to placement of reinforcing steel or concrete to assess whether the actual bearing conditions are compatible with the conditions anticipated during the preparation of this report. SALEM should also observe placement of foundation and slab concrete. 12.0 CHANGED CONDITIONS The analyses and recommendations submitted in this report are based upon the data obtained from the test boxings drilled at the approximate locations shown on the Site Plan, Figure 1. The report does not reflect variations which may occur between boxings. The nature and extent of such variations may not become evident until construction is initiated. If variations then appear, a re-evaluation of the recommendations of this report will be necessary after performing on-site observations during the excavation period and noting the characteristics of such variations. The findings and recommendations presented in this report are valid as of the present and for the proposed construction. If site conditions change due to natural processes or human intervention on the property or adjacent to the site, or changes occur in the nature or design of the project, or if there is a substantial time lapse between the submission of this report and the start of the work at the site, the conclusions and recommendations contained in our report will not be considered valid unless the changes are reviewed by SALEM and the conclusions of our report are modified or verified in writing. The validity of the recommendations contained in this report is also dependent upon an adequate testing and observations program during the construction phase. Our firm assumes no responsibility for construction compliance with the design concepts or recommendations unless we have been retained to perform the on- site testing and review during construction. SALEM has prepared this report for the exclusive use of the owner and project design consultants. The report has been prepared in accordance with generally accepted geotechnical engineering practices in the area. No other warranties, either expressed or implied, are made as to the professional advice provided under the terms of our agreement and included in this report. If you have any questions, or if we may be of further assistance, please do not hesitate to contact our office at (909) 980-6455. Respectfully submitted, SALEM Engineering Group, Inc. Clarence Jiang, GE QNOFES6/04 Senior Geotechnical Engineer QUO �t�CE j RGE 2477 „'� Q� 7 coo N0. 2477 ' cwc Exp.6130113 ©Copyright SALEM R. Sammy Salem,, MS, PE, GE, REA Principal Engineer B RCE 52762 / RGE 2549 No. 2549 Emo, Dec. 31, 2012 Job No. 3-211-1082 13 61 '0 O Ma O N M v P M -o z EXPLANATION -Approximate Boring Location SITE PLAN (All Locations Approximate) SCALE: IRATE: GEOTECHNICAL ENGINEERING INVESTIGATION DRAWN BY: APPROVED BY: �� SALEM PROPOSED ADDITION cc cJ 518 SAN BERNARDINO AVENUE PROJECT NO. FIGURE NO. engineering group, Inc. NEWPORT BEACH, CALIFORNIA 3-211-1082 1 1 APPENDIX A FIELD AND LABORATORY INVESTIGATIONS 1.0 FIELD INVESTIGATION: The field investigation consisted of a surface reconnaissance and a subsurface exploratory program. Exploratory borings were advanced at the site. The boring locations are shown on the attached site plan. The soils encountered were logged in the field during the exploration and with supplementary laboratory test data are described in accordance with the Unified Soil Classification System. Relatively undisturbed soil samples were obtained from driving a tube sampler. Bag samples of the disturbed soil were obtained from the auger cuttings. All samples were returned to our laboratory for evaluation. 2.0 LABORATORY INVESTIGATION: The laboratory investigation was programmed to determine the physical and mechanical properties of the foundation soil underlying the site. Test results were used as criteria for determining the engineering suitability of the surface and subsurface materials encountered. In situ moisture content, dry density, consolidation, direct shear, and sieve analysis tests were determined for the undisturbed samples representative of the subsurface material. These tests, supplemented by visual observation, comprised the basis for our evaluation of the site material. The logs of the exploratory borings and laboratory determinations are presented in this Appendix. Unified Soil Classification System Major Divisions J Letter Symbol Description GW o o -. oa ' Well -graded gravels and gravel -sand mixtures, Clean Qo oso little or no fines. QC y b > Gravels °Cs: Poorly -graded gravels and gravel -sand mixtures, littl GP or no fines. o cZ � G7 o GM Silty gravels, gravel -sand -silt mixtures. .0 aR, c Z Gravels a °o° 6 With Fines GC Clayey gravels, gravel -sand -clay mixtures. ern aono WSw ell -graded sands and gravelly sands, little or no a Clean Sands U\ Z .fir ;: poorly -graded sands and gravelly sands, little or no o y ° SP fines. SM Silty sands, sand -silt mixtures L S o Sands With SC EAClayey sands, sandy -clay mixtures. e 0 Fines ML Inorganic silts, very fine sands, rock flour, silty or Silts and Clays cla a fine sands. CL inorganic clays ot low to medium plasticity, gravell) Liquid Limit less than clays, sand clays, silty clays, lean clays. Y Y Y tY Y Y n> 50% , i a ° n OL ' , ' , ' , ' Organic clays of medium to high plasticity. a eq Inorganic silts, micaceous or diatomaceous fines 6 l' ° o z Silts and Clays sands or silts elastic silts. clays of high plasticity, fat clays. V Liquid Limit greater thanInorganic 1: 50% JOHOrganic cla s of medium to hi h lasticiY g P ri• Highly Organic Soils Peat, muck, and other highly organic soils. ansis :':': terie.'1iGlassiTicatiduici y..............................................................:::..... ....................................................................................... >i"i c>i ».:>5»>.>.:>.' Granular Soils Cohesive Soils Description - Blows Per Foot (Corrected) Description - Blows Per Foot (Corrected) MCS SPT MCS SPT Very loose <5 <4 Very soft <3 <2 Loose 5- 15 4-10 Soft 3 - 5 2-4 Medium dense 16-40 11-30 Firm 6-10 5 - 8 Dense 41 -65 31-50 Stiff 11-20 9-15 Very dense >65 >50 Very Stiff 21-40 16-30 Hard >40 >30 MCS = Modified California Samples SPT = Standard Penetration Test Sampler Project: Proposed Addition to Single -Family Residence Project No: 3-211-1082 Client: Mr. Stephen Thorp Boring No. B-1 Figure No.: A-1 Location: 518 San Bernardino Avenue, Newport Beach, CA Logged By: S.K. Depth to Water> Initial: None At Completion: None SUBSURFACE PROFILE SAMPLE Penetration Test m m t a d >a 0 ;° c ' Description m a Q o 0 G �+CL 3 20 60 100 o vTi a 2 f i m a m 0 Ground Surface Silty Clay (CL) Medium stiff; wet; mottled dark brown - black; fine-grained; with organics. 100.0 19.2 TUBE i i 5 Grades stiff; moist. i i 103. 9 13.TUBE 9 j I Silt (SI VI) Sand (S )with Clay Dense; moist; olive; fine-grained; I organic odor. i i I 10- I N/A 13.4 BAG I III End of Borehole 15 I i I Drill Method: Hand Auger SALEM Drill Date: 12/28/11 Equipment: Hand Auger Hole Size: 4 inch Engineering Group, Inc. Driller: Salem Engineering Group, Inc. Sheet: 1 of 1 Project: Proposed Addition to Single -Family Residence Project No: 3-211-1082 Client: Mr. Stephen Thorp Boring No. B-2 Figure No.: A-2 Location: 518 San Bernardino Avenue, Newport Beach, CA Logged By: S.K. Depth to Water> Initial: None At Completion: None SUBSURFACE PROFILE SAMPLE Penetration Test d J ?. e w T C C s o Description Q a to'� CL C y o a 2 U a) a m I 20 60 100 0 Ground Surface Silt Clay Y(CL ) Medium stiff; wet; mottled dark brown - black; fine-grained; with organics. i I 102.1 18.1 ITUBE i I I 5 Grades stiff; moist. I ii II 103.0 13.5 TUBE Silty Sand (SM) with Clay Dense; moist; olive; fine-grained; minor organic odor. 9 II I 10 I I N/A 14.2 BAG I I End of Borehole 15 II Drill Method: Hand Auger SALEM Drill Date: 12/28/11 Equipment: Hand Auger Hole Size: 4 inch Engineering Group, Inc. Driller: Salem Engineering Group, Inc. Sheet: 1 of 1 Project: Proposed Addition to Single -Family Residence Project No: 3-211-1082 Client: Mr. Stephen Thorp Boring No. B-3 Figure No.: A-3 Location: 518 San Bernardino Avenue, Newport Beach, CA Logged By: S.K. Depth to Water> Initial: None At Completion: None SUBSURFACE PROFILE SAMPLE Penetration Test w J o d T p c za Description m m to o y. E d 3 m o to D a 2 U y a m 20 60 100 0 Ground Surface Silty Sand (SM) Medium dense; moist; light brown; medium to fine-grained; firm drilling. N/A 5.5 ITUBE I � I 5 i N/A 6.3 BAG End of Borehole III I f 10- 015 I i I � i I 151 � I Drill Method: Hand Auger SALEM Drill Date: 12/28/11 Equipment: Hand Auger Hole Size: 4 inch Engineering Group, Inc. Driller: Salem Engineering Group, Inc. Sheet: 1 of 1 H a N W F W Ln N mr W a m c a� Oa a O N Z O U 0 0 F o O oc) O LL O W (o M O L6 O q N V W o a M N a Y o ? (V Q 0 0 0 L d C5 M . O N O N (p VOLUME CHANGE IN PERCENT T t V (0 m r N z o C N o M i r a E p� = c Y. Z C d� Eo z a d 'o L IL o a W M I O O r � C C .d C 3 N w� p Z 0 J O z O U 01 w Y O 0 Z D O m w N (p VOLUME CHANGE IN PERCENT T t V (0 m r N z o C N o M i r a E p� = c Y. Z C d� Eo z a d 'o L IL 0 o C CL 3 z d G N GO r r GV CO d H GO O a r r Vr 'a r M Q r N O MGO N N d LL d GV d V1 m E @) C d N C C E m a o Z Z c m e a0i c IT 0 y g0 w o o o d a m co U. g am co M) [t M N SHEAR STRESS, KSF IF.: n T ,` M CO W cc F- U) J N Q 0 Z T I 9 cc F 0 41 D a ZC3 Om HN �Q m. U) T) T)� 0 N O _ Q 319800 W Ir O J U w Q 0 W Z LL W N Q O U U U) J (L Z 0 Z H U) Q U N n a J U LU z M 11 11 319800 W Ir O J U w Q 0 W Z LL W N Q O U U U) J (L Z 0 Z H U) Q U N n a J U LU z M m w U O U n n r J Q Z Q � g W Q W m � N � w Z Og � �a 0 � a[ w o w o o m �y N w Z 0 W 0 Z o NO —a w U O U n n ------------------------------------------------- 1 „ �I w U O U n n M 1 cn --------------------------------------------- J Q Z Q G W ' a W c ----, aT § D cm W Z G °C O� �QIt o m N � !L � a p in a � DZ N O -a 1 --------------------------------------------- ----, i 319900 W z LL W U) Q O U 7 w z z WE U) J IL Z O z F J_ U) 0 U J CL 10 T w z M LABORATORY COMPACTION CURVE ASTM - D15575 D698 Project Name:S.F.R Addtion - Newport Beach Project Number:3-211-1082 Date Tested:1/3/12 Sample Location: B-1 @ 0-3' Sample Description: Sample/Curve Number: 1 Test Method: 1557 B SALEM Engineering Group, Inc. 1 2 3 Weight of Moist Specimen & Mold, gm 4249.5 4254.8 4187.1 Weight of Compaction Mold, gm 2298.5 2298.5 2298.5 Weight of Moist Specimen, gm 1951.0 1956.3 1888.6 Volume of mold, cu. ft. 0.0332 0.0332 0.0332 Wet Density, lbs/cu.ft. 129.6 129.9 125.4 Weight of Wet Moisture Sample, gm 200.0 200.0 200.0 Wei ht of Dr Moisture Sample, m 176.1 172.9 179.4 Moisture Content, % 13.6% 15.7% 11.5% JDry Density, lbs/cu.ft. 114.1 1 112.3 112.5 SALEM Engineering Group, Inc. 1 iiiii�l♦iiiir�---_______--� iiii� iiiii�liiii� \ _ 1 • _ _ • Optimum • 14.0 ■ ■ ■ ■ iiiiiiiiii� iiiii i\���ii� ,1 iii �� � i i►atiiiiiiiiiiiiiiii iiiii iiiii iiiii iiiii t•\7■iii 1 SALEM Engineering Group, Inc. EXPANSION INDEX TEST ASTM D 4829 / UBC Std. 29-2 Project Name:S.F.R Addtion - Newport Beach Project Number:3-211-1082 Date:12/29/11 Sample location/ Depth: B-1 @ 0-3' Sample Number:1 Soil Classification: Trial # 1 2 3 Weight of Soil & Mold, gms 578.8 Weight of Mold, gms 187.0 Weight of Soil, qms 391.8 Wet Density, Lbs/cu.ft. 118.2 Wei ht of Moisture Sample (Wet), ms 300.0 Weight of Moisture Sample Dr ms 268.9 Moisture Content, % 11.6 Dr Density, Lbs/cu.ft. 105.9 S ecific Gravit of Soil 2.6 Degree of Saturation, % 56.5 Time Inital 30 min 1 hr 6 hrs 12 hrs 24 hrs Dial Reading0 51 -90 Medium 91 -130 High 0.068 Expansion Index measured Expansion Index 50 Expansion Index = = 68 = 73.3 73 Expansion Potential Table Exp. Index Potential Exp. 0-20 Very Low 21 -50 Low 51 -90 Medium 91 -130 High >130 Very High Q A T Z,AS , . T APPENDIX B GENERAL EARTHWORK /PAVEMENT SPECIFICATIONS When the text of the report conflicts with the general specifications in this appendix, the recommendations in the report have precedence. 1.0 SCOPE OF WORK: These specifications and applicable plans pertain to and include all earthwork associated with the site rough grading, including, but not limited to, the furnishing of all labor, tools and equipment necessary for site clearing and grubbing, stripping, preparation of foundation materials for receiving fill, excavation, processing, placement and compaction of fill and backfill materials to the lines and grades shown on the project grading plans and disposal of excess materials. 2.0 PERFORMANCE: The Contractor shall be responsible for the satisfactory completion of all earthworks in accordance with the project plans and specifications. This work shall be inspected and tested by a representative of SALEM Engineering Group, Incorporated, hereinafter referred to as the Soils Engineer and/or Testing Agency. Attainment of design grades, when achieved, shall be certified by the project Civil Engineer. Both the Soils Engineer and the Civil Engineer are the Owner's representatives. If the Contractor should fail to meet the technical or design requirements embodied in this document and on the applicable plans, he shall make the necessary adjustments until all work is deemed satisfactory as determined by both the Soils Engineer and the Civil Engineer. No deviation from these specifications shall be made except upon written approval of the Soils Engineer, Civil Engineer, or project Architect. No earthwork shall be performed without the physical presence or approval of the Soils Engineer. The Contractor shall notify the Soils Engineer at least 2 working days prior to the commencement of any aspect of the site earthwork. The Contractor agrees that he shall assume sole and complete responsibility for job site conditions during the course of construction of this project, including safety of all persons and property; that this requirement shall apply continuously and not be limited to normal working hours; and that the Contractor shall defend, indemnify and hold the Owner and the Engineers harmless from any and all liability, real or alleged, in connection with the performance of work on this project, except for liability arising from the sole negligence of the Owner or the Engineers. 3.0 TECHNICAL REQUIREMENTS: All compacted materials shall be densified to no less that 90 percent of relative compaction based on ASTM D1557 Test Method -07, UBC or CAL -216, as specified in the technical portion of the Soil Engineer's report. The location and frequency of field density tests shall be as determined by the Soils Engineer. The results of these tests and compliance with these specifications shall be the basis upon which satisfactory completion of work will be judged by the Soils Engineer. 4.0 SOILS AND FOUNDATION CONDITIONS: The Contractor is presumed to have visited the site and to have familiarized himself with existing site conditions and the contents of the data presented in the Geotechnical Engineering Report. The Contractor shall make his own interpretation of the data contained in the Geotechnical Engineering Report and the Contractor shall not be relieved of liability under the Contractor for any loss sustained as a result of any variance between conditions indicated by or deduced from said report and the actual conditions encountered during the progress of the work. 5.0 DUST CONTROL: The work includes dust control as required for the alleviation or prevention of any dust nuisance on or about the site or the borrow area, or off-site if caused by the Contractors operation either during the performance of the earthwork or resulting from the conditions in which the Contractor leaves the site. The Contractor shall assume all liability, including court costs of codefendants, for all claims related to dust or wind-blown materials attributable to his work. Site preparation shall consist of site clearing and grubbing and preparation of foundation materials for receiving fill. 6.0 CLEARING AND GRUBBING: The Contractor shall accept the site in this present condition and shall demolish and/or remove from the area of designated project earthwork all structures, both surface and subsurface, trees, brush, roots, debris, organic matter and all other matter determined by the Soils Engineer to be deleterious. Such materials shall become the property of the Contractor and shall be removed from the site. Tree root systems in proposed building areas should be removed to a minimum depth of 3 feet and to such an extent which would permit removal of all roots greater than 1 inch in diameter. Tree roots removed in parking areas may be limited to the upper 1'/2 feet of the ground surface. Backfill or tree root excavation should not be permitted until all exposed surfaces have been inspected and the Soils Engineer is present for the proper control of backfill placement and compaction. Burning in areas which are to receive fill materials shall not be permitted. 7.0 SUBGRADE PREPARATION: Surfaces to receive Engineered Fill, building or slab loads, shall be prepared as outlined above, scarified to a minimum of 8 inches, moisture -conditioned as necessary, and recompacted to 90 percent relative compaction. Loose soil areas and/or areas of disturbed soil shall be moisture -conditioned as necessary and recompacted to 90 percent relative compaction. All ruts, hummocks, or other uneven surface features shall be removed by surface grading prior to placement of any fill materials. All areas which are to receive fill materials shall be approved by the Soils Engineer prior to the placement of any of the fill material. 8.0 EXCAVATION: All excavation shall be accomplished to the tolerance normally defined by the Civil Engineer as shown on the project grading plans. All over -excavation below the grades specified shall be backfilled at the Contractors expense and shall be compacted in accordance with the applicable technical requirements. 9.0 FILL AND BACKFILL MATERIAL: No material shall be moved or compacted without the presence of the Soils Engineer. Material from the required site excavation may be utilized for construction site fills, provided prior approval is given by the Soils Engineer. All materials utilized for constructing site fills shall be free from vegetation or other deleterious matter as determined by the Soils Engineer. 10.0 PLACEMENT, SPREADING AND COMPACTION: The placement and spreading of approved fill materials and the processing and compaction of approved fill and native materials shall be the responsibility of the Contractor. However, compaction of fill materials by flooding, ponding, or jetting shall not be permitted unless specifically approved by local code, as well as the Soils Engineer. Both cut and fill shall be surface -compacted to the satisfaction of the Soils Engineer prior to final acceptance. 11.0 SEASONAL LIMITS: No fill material shall be placed, spread, or rolled while it is frozen or thawing, or during unfavorable wet weather conditions. When the work is interrupted by heavy rains, fill operations shall not be resumed until the Soils Engineer indicates that the moisture content and density of previously placed fill is as specified. 12.0 DEFINITIONS - The term "pavement" shall include asphaltic concrete surfacing, untreated aggregate base, and aggregate subbase. The term "subgrade" is that portion of the area on which surfacing, base, or subbase is to be placed. The term "Standard Specifications": hereinafter referred to is the January 1991 Standard Specifications of the State of California, Department of Transportation, and the "Materials Manual" is the Materials Manual of Testing and Control Procedures, State of California, Department of Public Works, Division of Highways. The term "relative compaction" refers to the field density expressed as a percentage of the maximum laboratory density as defined in the applicable tests outlined in the Materials Manual. 13.0 SCOPE OF WORK - This portion of the work shall include all labor, materials, tools, and equipment necessary for, and reasonably incidental to the completion of the pavement shown on the plans and as herein specified, except work specifically notes as "Work Not Included." 14.0 PREPARATION OF THE SUBGRADE - The Contractor shall prepare the surface of the various subgrades receiving subsequent pavement courses to the lines, grades, and dimensions given on the plans. The upper 12 inches of the soil subgrade beneath the pavement section shall be compacted to a minimum relative compaction of 90 percent. The finished subgrades shall be tested and approved by the Soils Engineer prior to the placement of additional pavement courses. 15.0 UNTREATED AGGREGATE BASE - The aggregate base material shall be spread and compacted on the prepared subgrade in conformity with the lines, grades, and dimensions shown on the plans. The aggregate base material shall conform to the requirements of Section 26 of the Standard Specifications for Class II material, 1'/2 inches maximum size. The aggregate base material shall be compacted to a minimum relative compaction of 95 percent. The aggregate base material shall be spread and compacted in accordance with Section 26 of the Standard Specifications. The aggregate base material shall be spread in layers not exceeding 6 inches and each layer of aggregate material course shall be tested and approved by the Soils Engineer prior to the placement of successive layers. 16.0 AGGREGATE SUBBASE - The aggregate subbase shall be spread and compacted on the prepared subgrade in conformity with the lines, grades, and dimensions shown on the plans. The aggregate subbase material shall conform to the requirements of Section 25 of the Standard Specifications for Class II material. The aggregate subbase material shall be compacted to a minimum relative compaction of 95 percent, and it shall be spread and compacted in accordance with Section 25 of the Standard Specifications. Each layer of aggregate subbase shall be tested and approved by the Soils Engineer prior to the placement of successive layers. 17.0 ASPHALTIC CONCRETE SURFACING - Asphaltic concrete surfacing shall consist of a mixture of mineral aggregate and paving grade asphalt, mixed at a central mixing plant and spread and compacted on a prepared base in conformity with the lines, grades, and dimensions shown on the plans. The viscosity grade of the asphalt shall be AR -4000. The mineral aggregate shall be Type B, '/z inch maximum size, medium grading, and shall conform to the requirements set forth in Section 39 of the Standard Specifications. The drying, proportioning, and mixing of the materials shall conform to Section 39. The prime coat, spreading and compacting equipment, and spreading and compacting the mixture shall conform to the applicable chapters of Section 39, with the exception that no surface coarse shall be placed when the atmospheric temperature is below 50 degrees F. The surfacing shall be rolled with a combination steel -wheel and pneumatic rollers, as described in Section 39-6. The surface course shall be placed with an approved self-propelled mechanical spreading and finishing machine. 18.0 FOG SEAL COAT - The fog seal (mixing type asphaltic emulsion) shall conform to and be applied in accordance with the requirements of Section 37. BUILDING ENERGY ANALYSIS REPORT PROJECT: Thorp Residence 518 San Bernadino Avenue Newport Beach, CA 92663 Project Designer: Bickel Group Architecture 3600 Birch Street, Suite 120 Newport Beach, CA 92660 949-757-0411 Report Prepared by: Mateo Benitez GMEP Engineers 26439 Rancho Pkwy., Ste. 120 Lake Forest, CA 92630 949.267.9095 Job Number: 21-107 Date: 8/24/2021 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2019 Building Energy Efficiency Standards. This program developed by EnergySoft Software — www.energysoft.com. T N c O E O O 6 a N N N m a O E N m O 00 N a W N N y N O c C O •O O q q" \ m m c O '� a E Z E m E Z W O O m c e r. aE c a � wm l7 a LL a 0 u Q u C d 4 a O C .m LL CLq L N 1� 01 N M Yf n A N O O O N N N N N N C a E u° u v m d Q O tp O1 N N y a c N t0 O O a S F N > m L Q0 N H C c C m N u N a m ° Z m O1 tp T _ E �O VI m a Q C 4 Q N m N N C Y m Z F• L 'a.V u r; ti a ? 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W E u a= q d O y YlN J m d _ F m i7 m Z cZ W C W Z y L T W L v N d w V1 V O- V ] 6 o 'v rl N M m O n n E d 0 o U Q U uHi Y. _ K U Q U a2019 Low -Rise Residential Mandatory Measures Summary NOTE., Law -rise residential buildings subject to the Energy Standards must comply with all applicable mandatory measures, regardless of the compliance approach used. Review the respective section for more information. *Exceptions may apply. (01/2020) Building Envelope Measures: Air Leakage. Manufactured fenestration, exterior doors, and exterior pet doors must limit air leakage to 0.3 CFM per square foot or less § 110.6(a)1: when tested per NFRC-400 ASTM E283 or AAMA1WDMA/CSA 101/I.S.2/A440-2011 § 110.6(a)5: Labeling. Fenestration products and exterior doors must have a label meeting the requirements of § 10-111(a). Field fabricated exterior doors and fenestration products must use U -factors and solar heat gain coefficient (SHGC) values from Tables § 110.6(b): 110.6-A, 110.6-B, or JA4.5 for exterior doors. They must be caulked and/or weather-stripped.* Air Leakage. All joints, penetrations, and other openings in the building envelope that are potential sources of air leakage must be caulked, § 110.7: asketed, or weather stripped. § 110.8(a): Insulation Certification by Manufacturers. Insulation must be certified by the Department of Consumer Affairs, Bureau of Household Goods and Services BHGS . § 110.8(g): Insulation Requirements for Heated Slab Floors. Heated slab floors must be insulated per the requirements of § 110.8(g).: Roofing Products Solar Reflectance and Thermal Emittance. The thermal emittance and aged solar reflectance values of the roofing § 110.8(i): material must meet the requirements of § 110.8(i) and be labeled per 10-113 when the installation of a cool roof is specified on the CF1 R. § 110.80): Radiant Barrier. When required, radiant barriers must have an emittance of 0.05 or less and be certified to the Department of Consumer Affairs. Ceiling and Rafter Roof Insulation. Minimum R-22 insulation in wood -frame ceiling, or the weighted average U -factor must not exceed 0.043. Minimum R-19 or weighted average U -factor of 0.054 or less in a rafter roof alteration. Attic access doors must have permanently attached § 160.0(a): insulation using adhesive or mechanical fasteners. The attic access must be gasketed to prevent air leakage. Insulation must be installed in direct contact with a continuous roof or ceiling which is sealed to limit infiltration and exfiltration as specified in § 110.7, including but not limited to placing insulation either above or below the roof deck or on top of a drywall ceiling! § 150.0(b): Loose -fill Insulation. Loose fill insulation must meet the manufacturers required density for the labeled R -value. Wall Insulation. Minimum R-13 insulation in 2x4 inch wood framing wall or have a U -factor of 0.102 or less, or R-20 in 2x6 inch wood framing or § 150.0(c): have a U -factor of 0.071 or less. Opaque non -framed assemblies must have an overall assembly U -factor not exceeding 0.102. Masonry walls must meet Tables 150.1-A or B' § 150.0(d): Raised -floor Insulation. Minimum R-19 insulation in raised wood framed floor or 0.037 maximum U -factor.' Slab Edge Insulation. Slab edge insulation must meet all of the following: have a water absorption rate, for the insulation material alone without § 150.0(f): facings, no greater than 0.3 percent; have a water vapor penneance no greater than 2.0 perm per inch; be protected from physical damage and UV light deterioration; and, when installed as part of a heated slab floor, meet the requirements of § 110.8(g). Vapor Retarder. In climate zones 1 through 16, the earth floor of unvented crawl space must be covered with a Class I or Class II vapor § 150.0(g)l : retarder. This re uirement also applies to controlled ventilation crawl space for buildings complying with the exception to § 150.0(d). Vapor Retarder. In climate zones 14 and 16, a Class I or Class II vapor retarder must be installed on the conditioned space side of all § 150.0(g)2: insulation in all exterior walls, vented attics, and unvented attics with air -permeable insulation. Fenestration Products. Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors must have a § 150.0(q): maximum U -factor of 0.58; or the weighted average U -factor of all fenestration must not exceed 0.58' Fireplaces, Decorative Gas Appliances, and Gas Log Measures: § 110.5(e) Pilot Light. Continuously burning pilot lights are not allowed for indoor and outdoor fireplaces. § 150.0(e)l : Closable Doors. Masonry or factory -built fireplaces must have a closable metal or glass door covering the entire opening of the firebox. Combustion Intake. Masonry or factory -built fireplaces must have a combustion outside air intake, which is at least six square inches in area § 150.0(e)2: and is equipped with a readily accessible, operable. and tight -fitting damper or combustion -air control device' § 150.0(e)3: Flue Damper. Masonry or factory -built fireplaces must have a flue damper with a readily accessible control' Space Conditioning, Water Heating, and Plumbing System Measures: Certification. Heating, ventilation and air conditioning (HVAC) equipment, water heaters, showerheads, faucets, and all other regulated § 110.0-§ 110.3: appliances must be certified by the manufacturer to the California Energy Commission.* 11 0.2 a : HVAC Efficiency. Equipment must meet the applicable efficiency requirements in Table 110.2-A through Table 110.2-K Controls for Heat Pumps with Supplementary Electric Resistance Heaters. Heat pumps with supplementary electric resistance heaters § 110.2(b): must have controls that prevent supplementary heater operation when the heating load can be met by the heat pump alone, and in which the cut -on temperature for compression heating is higher than the cut -on temperature for supplementary heating, and the cut-off temperature for compression heating is higher than the cut-off temperature for supplementary heating.* Thermostats. All heating or cooling systems not controlled by a central energy management control system (EMCS) must have a § 110.2(c): setback thermostat' Water Heating Recirculation Loops Serving Multiple Dwelling Units. Water heating recirculation loops serving multiple dwelling units must § 110.3(c)4: meet the air release valve, backflow, prevention, pump priming, pump isolation valve, and recirculation loop connection requirements of 110.3(c)4. Isolation Valves. Instantaneous water heaters with an input rafing greater than 6.8 kBtu per hour (2 kW) must have isolation valves with hose § 110.3(c)6: bibbs or other fittings on both cold and hot water lines to allow for flushing the water heater when the valves are closed. Pilot Lights. Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances (except § 110.5: appliances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu per hour ); and pool and spa heaters' Building Cooling and Heating Loads. Heating and/or cooling loads are calculated in accordance with the ASHRAE Handbook, Equipment Volume, Applications Volume, and Fundamentals Volume; the SMACNA Residential Comfort System Installation Standards Manual; or the ACCA Manual J using design conditions specified in § 150.0(h)2. 2019 Low -Rise Residential Mandatory Measures Summary § 150.0(h)3A: Clearances. Air conditioner and heat pump outdoor condensing units must have a clearance of at least five feet from the outlet of any dryer Liquid Line Drier. Air conditioners and heat pump systems must be equipped with liquid line filter driers if required, as specified by the § 150.0(h)3B: manufacturer's instructions. Storage Tank Insulation. Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water -heating systems, must have § 150.00)1: a minimum of R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the tank. Water Piping, Solar Water -heating System Piping, and Space Conditioning System Line Insulation. All domestic hot water piping must be insulated as specified in Section 609.11 of the California Plumbing Code. In addition, the followng piping conditions must have a minimum § 150.00)2A: insulation wall thickness of one inch or a minimum insulation R -value of 7.7: the first five feet of cold water pipes from the storage tank; all hot water piping with a nominal diameter equal to or greater than 3/4 inch and less than one inch; all hot water piping with a nominal diameter less than 3/4 inch that is: associated with a domestic hot water recirculation system, from the heating source to storage tank or between tanks, buried below grade, and from the heating source to kitchen fixtures.* Insulation Protection. Piping insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, and § 150.00)3: wind as required by Section 120.3(b). Insulation exposed to weather must be water retardant and protected from UV light (no adhesive tapes). Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space must include, or be protected by, a Class I or Class 11 vapor retarder. Pipe insulation buried below grade must be installed in a waterproof and non -crushable casing or sleeve. Gas or Propane Water Heating Systems. Systems using gas or propane water heaters to serve individual dwelling units must include all of the following: A dedicated 125 volt, 20 amp electrical receptacle connected to the electric panel with a 120/240 volt 3 conductor, 10 AWG copper branch circuit, within three feet of the water heater without obstruction. Both ends of the unused conductor must be labeled with the § 150.0(n)1: word "spare" and be electrically isolated. Have a reserved single pole circuit breaker space in the electrical panel adjacent to the circuit breaker for the branch circuit and labeled with the words "Future 240V Use'; a Category 111 or IV vent, or a Type B vent with straight pipe between the outside termination and the space where the water heater is installed; a condensate drain that is no more than two inches higher than the base of the water heater, and allows natural draining without pump assistance; and a gas supply line with a capacity of at least 200,000 Btu per hour. § 150.0(n)2: Recirculating Loops. Recirculating loops serving multiple dwelling units must meet the requirements of § 110.3(c)5. Solar Water -heating Systems. Solar water -heating systems and collectors must be certified and rated by the Solar Rating and Certification § 150.0(n)3: Corporation (SRCC), the International Association of Plumbing and Mechanical Officials, Research and Testing (IAPMO R&T), or by a listing agency that is approved by the Executive Director. Ducts and Fans Measures: Ducts. Insulation installed on an existing space -conditioning duct must comply with § 604.0 of the California Mechanical Code (CMC). If a § 110.8(d)3: contractor installs the insulation, the contractor must certify to the customer, in writing, that the insulation meets this requirement. CMC Compliance. All air -distribution system ducts and plenums must meet the requirements of the CMC §§ 601.0, 602.0, 603.0, 604.0, 605.0 and ANSI/SMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition. Portions of supply -air and return -air ducts and plenums must be insulated to a minimum installed level of R-6.0 or a minimum installed level of R-4.2 when ducts are entirely in conditioned space as confirmed through field verification and diagnostic testing (RA3.1.4.3.8). Portions of the duct system completely exposed and surrounded by directly conditioned space are not required to be insulated. Connections of metal ducts and inner core of flexible ducts must be § 150.0(m)1: mechanically fastened. Openings must be sealed with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1A inch, the combination of mastic and either mesh or tape must be used. Building cavities, support platforms for air handlers, and plenums designed or constructed with materials other than sealed sheet metal, duct board or flexible duct must not be used to convey conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms must not be compressed to cause reductions in the cross-sectional area: Factory -fabricated Duct Systems. Factory -fabricated duct systems must comply with applicable requirements for duct construction, § 150.0(m)2: connections, and closures; joints and seams of duct systems and their components must not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. Field -Fabricated Duct Systems. Field -fabricated duct systems must comply with applicable requirements for: pressure -sensitive tapes, § 150.0(m)3: mastics, sealants, and other requirements specified for duct construction. § 150.0(m)7: Backdraft Damper. Fan systems that exchange air between the conditioned space and outdoors must have backdraft or automatic dampers. Gravity Ventilation Dampers. Gravity ventilating systems serving conditioned space must have either automatic or readily accessible, § 150.0(m)8: manually operated dampers in all openings to the outside, except combustion inlet and outlet air openings and elevator shaft vents. Protection of Insulation. Insulation must be protected from damage, sunlight, moisture, equipment maintenance, and wind. Insulation exposed § 150.0(m)9: to weather must be suitable for outdoor service. For example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation must be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation. § 150.0(m)10: Porous Inner Core Flex Duct. Porous inner core flex ducts must have a non -porous layer between the inner core and outer vapor barrier. Duct System Sealing and Leakage Test. When space conditioning systems use forced air duct systems to supply conditioned air to an § 150.0(m)11: occupiable space, the ducts must be sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in accordance with § 150.0(m)11 and Reference Residential Appendix RA3. Air Filtration. Space conditioning systems with ducts exceeding 10 feet and the supply side of ventilation systems must have MERV 13 or § 150.0(m)12: equivalent filters. Filters for space conditioning systems must have a two inch depth or can be one inch if sized per Equation 150.0-A. Pressure drops and labeling must meet the requirements in §150.0(m)12. Filters must be accessible for regular service.* Space Conditioning System Airflow Rate and Fan Efficacy. Space conditioning systems that use ducts to supply cooling must have a hole for the placement of a static pressure probe, or a permanently installed static pressure probe in the supply plenum. Airflow must be>_ 350 CFM § 150.0(m)13: per ton of nominal cooling capacity, and an air -handling unit fan efficacy < 0.45 watts per CFM for gas furnace air handlers ands 0.58 watts per CFM for all others. Small duct high velocity systems must provide an airflow >_ 250 CFM per ton of nominal cooling capacity, and an air -handling unit fan efficacy s 0.62 watts per CFM. Field verification testing is required in accordance with Reference Residential Appendix RA3.3.* 2019 Low -Rise Residential Mandatory Measures Summary Requirements for Ventilation and Indoor Air Quality: Requirements for Ventilation and Indoor Air Quality. All dwelling units must meet the requirements of ASHRAE Standard 62.2, Ventilation § 150.0(0)1: and Acceptable Indoor Air Quality in Residential Buildings subject to the amendments specified in § 150.0(0)1. Single Family Detached Dwelling Units. Single family detached dwelling units, and attached dwelling units not sharing ceilings or floors with § 150.0(o)1C: other dwelling units, occupiable spaces, public garages, or commercial spaces must have mechanical ventilation airflow provided at rates determined by ASHRAE 62.2 Sections 4.1.1 and 4.1.2 and as specified in § 150.0(o)1C. Multifamily Attached Dwelling Units. Multifamily attached dwelling units must have mechanical ventilation airflow provided at rates in accordance with Equation 150.0-B and must be either a balanced system or continuous supply or continuous exhaust system. If a balanced § 150:0(0)1 E: system is not used, all units in the building must use the same system type and the dwelling -unit envelope leakage must be 5 0.3 CFM at 50 Pa (0.2 inch water) per square foot of dwelling unit envelope surface area and verified in accordance with Reference Residential Appendix RA3.8. Multifamily Building Central Ventilation Systems. Central ventilation systems that serve multiple dwelling units must be balanced to provide § 150.0(0)1 F: ventilation airnow for each dwelling unit served at a rate equal to or greater than the rate specified by Equation 150.0-B. All unit airflows must be within 20 percent of the unit with the lowest airflow rate as it relates to the individual unit's minimum required airflow rate needed for compliance. § 150.0(0)1 G: Kitchen Range Hoods. Kitchen range hoods must be rated for sound in accordance with Section 7.2 of ASHRAE 62.2. Field Verification and Diagnostic Testing. Dwelling unit ventilation airflow must be verified in accordance with Reference Residential § 150.0(0)2: Appendix RA3.7. A kitchen range hood must be verified in accordance with Reference Residential Appendix RA3.7.4.3 to confine it is rated by HVI to comply with the airflow rates and sound requirements asspecified in Section 5 and 7.2 of ASHRAE 62.2. Pool and Spa Systems and Equipment Measures: Certification by Manufacturers. Any pool or spa heating system or equipment must be certified to have all of the following: a thermal efficiency § 110.4(a): that complies with the Appliance Efficiency Regulations, an on-off switch mounted outside of the heater that allows shutting off the heater without adjusting the thermostat setting, a permanent weatherproof plate or card with operating instructions; and must not use electric resistance heafin * Piping. Any pool or spa heating system or equipment must be installed with at least 36 inches of pipe between the filter and the heater, or § 110.4(b)1: dedicated suction and return lines, or built-in or built-up connections to allow for future solar heating. § 110.4(b)2: Covers. Outdoor pools or spas that have a heat pump or gas heater must have a cover. Directional Inlets and Time Switches for Pools. Pools must have directional inlets that adequately mix the pool water, and a time snitch that § 110.4(b)3: will allow all pumps to be set or programmed to run only during off-peak electric demand periods. § 110.5: Pilot Light. Natural gas pool and spa heaters must not have a confinuously burning pilot light. Pool Systems and Equipment Installation. Residential pool systems or equipment must meet the specified requirements for pump sizing, flow § 150.0(p): rate, piping, filters, and valves' Lighting Measures: Lighting Controls and Components. All lighting control devices and systems, ballasts, and luminaires must meet the applicable requirements §110.9: of§110.9' § 150.0(k)1A: Luminaire Efficacy. All installed luminaires must meet the requirements in Table 150.0-A. Blank Electrical Boxes. The number of electrical boxes that are more than five feet above the finished floor and do not contain a luminaire or § 150.0(k)1 B: other device must be no greater than the number of bedrooms. These electrical boxes must be served by a dimmer, vacancy sensor control, or fan speed control. § 150.0(k)1 C: Recessed Downlight Luminaires in Ceilings. Luminaires recessed into ceilings must meet all of the requirements for: insulation contact (IC) labeling; air leakage; sealing, maintenance; and socket and light source as described in § 150.0(k)iC. Electronic Ballasts for Fluorescent Lamps. Ballasts for fluorescent lamps rated 13 watts or greater must be electronic and must have an § 150.0(k)1 D: output frequency no less than 20 kHz. § 150.0(k)1 E: Night Lights, Step Lights, and Path Lights. Night lights, step lights and path lights are not required to comply with Table 150.0-A or be controlled by vacancy sensors provided they are rated to consume no more than 5 watts of power and emit no more than 150 lumens. Lighting Integral to Exhaust Fans. Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) § 150.0(k)iF: must meet the applicable requirements of § 150.0(k).* § 150.0(k)1 G: Screw based luminaires. Screw based luminaires must contain lamps that comply with Reference Joint Appendix JA8 * § 150.0(k)1 H: Light Sources in Enclosed or Recessed Luminaires. Lamps and other separable light sources that are not compliant with the JAB elevated temperature requirements, including marking requirements, must not be installed in enclosed or recessed luminaires. Light Sources in Drawers, Cabinets, and Linen Closets. Light sources internal to drawers, cabinetry or linen closets are not required to § 150.0(k)11: comply with Table 150.0-A or be controlled by vacancy sensors provided that they are rated to consume no more than 5 watts of power, emit no more than 150 lumens, and are equipped with controls that automatically turn the lighting off when the drawer, cabinet or linen closet is closed. § 150.0(k)2A: Interior Switches and Controls. All forward phase cut dimmers used with LED light sources must comply with NEMA SSL 7A. § 150.0(k)2B: Interior Switches and Controls. Exhaust fans must be controlled separately from lighting systems' Interior Switches and Controls. Lighting must have readily accessible wall -mounted controls that allow the lighting to be manually § 150.0(k)2C: turned ON and OFF.* § 150.0(k)2D: Interior Switches and Controls. Controls and equipment must be installed in accordance with manufacturer's instructions. Interior Switches and Controls. Controls must not bypass a dimmer, occupant sensor, or vacancy sensor function if the control is installed to § 150.0(k)2E: comply with § 150.0(k). § 150.0(k)2F: Interior Switches and Controls. Lighting controls must comply with the applicable requirements of § 110.9. 2019 Low -Rise Residential Mandatory Measures Summary Interior Switches and Controls. An energy management control system (EMCS) maybe used to comply with control requirements if it: § 150.0(k)2G: provides functionality of the specified control according to § 110.9; meets the Installabon Certificate requirements of § 130.4; meets the EMCS requirements of § 130.0(e); and meets all other requirements in § 15H(k)2. Interior Switches and Controls. A multiscene programmable controller may be used to comply with dimmer requirements in § 150.0(k) if it § 150.0(k)2H: provides the functionality of a dimmer according to § 110.9, and complies with all other applicable requirements in § 150.0(k)2. Interior Switches and Controls. In bathrooms, garages, laundry rooms, and utility rooms, at least one luminaire in each of these spaces must § 150.0(k)21: be controlled by an occupant sensor or a vacancy sensor providing automatic -off functionality. If an occupant sensor is installed, it must be initially configured to manual -on operation using the manual control required under Section 150.0(k)2C. Interior Switches and Controls. Luminaires that are or contain light sources that meet Reference Joint Appendix JA8 requirements for § 150.0(k)2J: dimming, and that are not controlled by occupancyor vacancy sensors, must have dimming controls.' § 150.0(k)2K: Interior Switches and Controls. Under cabinet lighting must be controlled separately from ceiling -installed lighting systems. Residential Outdoor Lighting. For single-family residential buildings, outdoor lighting permanently mounted to a residential building, or to other § 150.0(k)3A: buildings on the same lot, must meet the requirement in item § 150.0(k)3Ai (ON and OFF switch) and the requirements in either 150.0 k 3Aii(photocell and either a motion sensor or automatic time switch control or § 150.0 k 3AA astronomical time clock), or an EMCS. Residential Outdoor Lighting. For low-rise residential buildings with four or more dwelling units, outdoor lighting for private patios, entrances, § 150.0(k)3B: balconies, and porches; and residential parking lots and carports with less than eight vehicles per site must comply with either § 150.0(k)3A or with the applicable requirements in Sections 110.9,130.0,130.2,130.4,140.7 and 141.0. Residential Outdoor Lighting. For low-rise residential buildings with four or more dwelling units, any outdoor lighting for residential parking lots § 150.0(k)3C: or carports with a total of eight or more vehicles per site and any outdoor lighting not regulated by § 150.0(k)3B or § 150.0(k)3D must comply with the applicable requirements in Sections 110.9, 130.0, 130.2, 130.4, 140.7 and 141.0. Internally illuminated address signs. Internally illuminated address signs must comply with § 140.8; or must consume no more than 5 watts of § 150.0(k)4: ower as determined according to § 130.0(c). Residential Garages for Eight or More Vehicles. Lighting for residential parking garages for eight or more vehicles must comply with the § 150.0(k)5: applicable requirements for nonresidential garages in Sections 110.9, 130.0, 130.1, 130.4, 140.6, and 141.0. Interior Common Areas of Low-rise Multifamily Residential Buildings. In a low-rise multifamily residential building where the total interior § 150.0(k)6A: common area in a single building equals 20 percent or less of the floor area, permanently installed lighting for the interior common areas in that building must be comply with Table 150.0-A and be controlled byan occupant sensor. Interior Common Areas of Low-rise Multifamily Residential Buildings. In a low-rise multifamily residential building where the total interior common area in a single building equals more than 20 percent of the floor area, permanently installed lighting for the interior common areas in that building must: § 150.0(k)6B: i. Comply with the applicable requirements in Sections 110.9, 130.0, 130.1, 140.6 and 141.0, and ii. Lighting installed in corridors and stairwells must be controlled by occupant sensors that reduce the lighting power in each space by at least 50 percent. The occupant sensors must be capable of turning the light fully on and off from all designed paths of ingress and egress. Solar Ready Buildings: Single Family Residences. Single family residences located in subdivisions with 10 or more single family residences and where the § 110.10(a)1: application for a tentative subdivision map for the residences has been deemed complete and approved by the enforcement agency, which do not have a photovoltaic system installed must comply vrith the requirements of q 110.10 b through § 110.10 e . Low-rise Multifamily Buildings. Low-rise multi -family buildings that do not have a photovoltaic system installed must comply with the § 110.10(a)2: requirements of § 110.10(b) through § 110.10(d). Minimum Solar Zone Area. The solar zone must have a minimum total area as described below. The solar zone must comply wrath access, pathway, smoke ventilation, and spacing requirements as specified in Tile 24, Part 9 or other parts of Title 24 or in any requirements adopted by a local jurisdiction. The solar zone total area must be comprised of areas that have no dimension less than 5 feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 square feet each for buildings with § 110.10(b)1: roof areas greater than 10,000 square feet. For single family residences, the solar zone must be located on the roof or overhang of the building and have a total area no less than 250 square feet. For low-rise multi -family buildings the solar zone must be located on the roof or overhang of the building, or on the roof or overhang of another structure located within 250 feet of the building, or on covered parking installed with the building project, and have a total area no less than 15 percent of the total roof area of the building excluding any skylight area. The solar zone requirement is applicable to the entire building, including mixed occupancy! § 110.10(b)2: Azimuth. All sections of the solar zone located on steep -sloped roofs must be oriented between 90 degrees and 300 degrees of true north. Shading. The solar zone must not contain any obstructions, including but not limited to: vents, chimneys, architectural features, and roof § 110.10(b)3A. mounted equipment.* Shading. Any obstruction located on the roof or any other part of the building that projects above a solar zone must be located at least twice the § 110.10(b)3B: distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the solar zone, measured in the vertical lane! Structural Design Loads on Construction Documents. For areas of the roof designated as a solar zone, the structural design loads for roof § 110.10(b)4: dead load and roof live load must be clearly indicated on the construction documents. Interconnection Pathways. The construction documents must indicate: a location reserved for inverters and metering equipment and a § 110.10(c): pathway reserved for routing of conduit from the solar zone to the point of interconnection with the electrical service, and for single family residences and central water -heating systems, a pathway reserved for routing plumbing from the solar zone to the water -heating system. Documentation. A copy of the construction documents or a comparable document indicating the information from § 110.10(b) through § 110.10(d): § 110.10(c) must be providedto the occupant. § 110.10(e)1: Main Electrical Service Panel. The main electrical service panel must have a minimum bulbar rating of 200 amps. Main Electrical Service Panel. The main electrical service panel must have a reserved space to allow for the installation of a double pole circuit § 110.10(e)2: breaker fora future solar electric installation. The reserved space must be permanently marked as "For Future Solar Electric".